APPENDIX S-B

VV3 SUPPLEMENTAL TIA

DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

1 April 2010 

Victorville Station Location Option 3 

The proposed station in Victorville would be located along the west side of I-15 near the 

Dale Evans Parkway interchange. Access to this station would be via the Dale Evans 

Parkway ramps. 

EXISTING RAMP JUNCTION ANALYSIS 

Ramp junction analysis is performed for the PM peak hour only as done for the 

intersection analysis. The following ramp junctions were evaluated. 

1. I-15 NB Off-ramp to Dale Evans Parkway (Diverge analysis) 

2. I-15 SB Off-ramp to Dale Evans Parkway (Diverge analysis) 

3. I-15 NB On-ramp from Dale Evans Parkway (Merge analysis) 

4. I-15 SB On-ramp from Dale Evans Parkway (Merge analysis) 

For the above ramp junctions, volumes for existing (year 2009) conditions were obtained 

by interpolating between year 2006 and year 2035 volumes provided by the San 

Bernardino Association of Government’s (SANBAG) travel demand model. These 

volumes were used to perform the analysis. Table 1 presents the results of the ramp 

junction analysis. HCS calculation sheets are provided in the Appendix. 

Table 1 

Ramp Junction Level of Service – Existing Conditions 

Location LOS DR

1 I-15 NB Off-ramp to Dale Evans Parkway B 16.0

2 I-15 SB Off-ramp to Dale Evans Parkway C 26.6

3 I-15 NB On-ramp from Dale Evans Parkway B 16.1

4 I-15 SB On-ramp from Dale Evans Parkway C 26.3

SOURCE: AECOM, 2010. 

Notes: 

a) NB = Northbound; SB = Southbound

b) LOS = Level of Service

c) Density of ramp (DR) reported in pc/mi/ln

As indicated in Table 1, all the ramp junctions operate at acceptable conditions under 

existing conditions. 

RAMP JUNCTION IMPACT ANALYSIS 

2013 Baseline Conditions 

The future year 2013 baseline volumes were obtained by interpolating between the 

existing year and future year 2035 travel demand volumes from SANBAG. For analysis 

purposes, existing geometry was assumed for the future year 2013 conditions. Table 2 

presents the results of the ramp junction analysis for 2013 baseline conditions. HCS 

calculation sheets are provided in the Appendix. 

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DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

2 April 2010 

Table 2 

Ramp Junction Level of Service – 2013 Baseline Conditions 

Location LOS DR

1 I-15 NB Off-ramp to Dale Evans Parkway B 18.8

2 I-15 SB Off-ramp to Dale Evans Parkway D 28.8

3 I-15 NB On-ramp from Dale Evans Parkway B 18.8

4 I-15 SB On-ramp from Dale Evans Parkway D 29.6

SOURCE: AECOM, 2010. 

Notes: 

a) NB = Northbound; SB = Southbound

b) LOS = Level of Service

c) Density of ramp (DR) reported in pc/mi/ln

As indicated in Table 2, all the ramp junctions operate at acceptable conditions under 

2013 baseline conditions. 

2013 Baseline plus DMU Alternative Conditions 

The DMU project alternative volumes were added to the 2013 baseline volumes to 

obtain the 2013 baseline plus DMU alternative condition volumes. These volumes were 

used to perform the analysis. Table 3 presents the results of the ramp junction analysis 

for 2013 baseline plus DMU conditions. HCS calculation sheets are provided in the 

Appendix. 

Table 3 

Ramp Junction Level of Service – 2013 Baseline plus DMU Alternative Conditions 

Location LOS DR

1 I-15 NB Off-ramp to Dale Evans Parkway C 23.4

2 I-15 SB Off-ramp to Dale Evans Parkway D 29.0

3 I-15 NB On-ramp from Dale Evans Parkway C 22.2

4 I-15 SB On-ramp from Dale Evans Parkway D 30.2

SOURCE: AECOM, 2010. 

Notes: 

a) NB = Northbound; SB = Southbound

b) LOS = Level of Service

c) Density of ramp (DR) reported in pc/mi/ln

As indicated in Table 3, all the ramp junctions continue to operate at acceptable 

conditions under 2013 baseline plus DMU project alternative conditions. 

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DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

3 April 2010 

2013 Baseline plus EMU Alternative Conditions 

The EMU project alternative volumes were added to the 2013 baseline volumes to 

obtain the 2013 baseline plus EMU alternative condition volumes. These volumes were 

used to perform the analysis. Table 4 presents the results of the ramp junction analysis 

for 2013 baseline plus EMU conditions. HCS calculation sheets are provided in the 

Appendix. 

Table 4 

Ramp Junction Level of Service – 2013 Baseline plus EMU Alternative Conditions 

Location LOS DR

1 I-15 NB Off-ramp to Dale Evans Parkway C 25.3

2 I-15 SB Off-ramp to Dale Evans Parkway D 29.1

3 I-15 NB On-ramp from Dale Evans Parkway C 23.6

4 I-15 SB On-ramp from Dale Evans Parkway D 34.8

SOURCE: AECOM, 2010. 

Notes: 

a) NB = Northbound; SB = Southbound

b) LOS = Level of Service

c) Density of ramp (DR) reported in pc/mi/ln

As indicated in Table 4, all the ramp junctions continue to operate at acceptable 

conditions under 2013 baseline plus EMU project alternative conditions. 

2030 Baseline Conditions 

The future year 2030 baseline volumes were obtained by interpolating between the 

existing year and future year 2035 travel demand volumes from SANBAG. For analysis 

purposes, existing geometry was assumed for the on- and off-ramps and three lanes 

were assumed for the freeway mainline. Table 5 presents the results of the ramp 

junction analysis for 2030 baseline conditions. HCS calculation sheets are provided in 

the Appendix. 

Table 5 

Ramp Junction Level of Service – 2030 Baseline Conditions 

Location LOS DR

1 I-15 NB Off-ramp to Dale Evans Parkway D 28.2

2 I-15 SB Off-ramp to Dale Evans Parkway E 35.5

3 I-15 NB On-ramp from Dale Evans Parkway D 29.1

4 I-15 SB On-ramp from Dale Evans Parkway F 41.6

Bold indicates unacceptable conditions SOURCE: AECOM, 2009. 

Notes: 

a) NB = Northbound; SB = Southbound

b) LOS = Level of Service

c) Density of ramp (DR) reported in pc/mi/ln

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DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

4 April 2010 

As indicated in Table 5, northbound on and off-ramp junctions operate at acceptable 

conditions (LOS D), while southbound on and off-ramp junctions operate at 

unacceptable conditions (LOS E or F). 

2030 Baseline plus DMU Alternative Conditions 

The DMU project alternative volumes were added to the 2030 baseline volumes to 

obtain the 2030 baseline plus DMU alternative condition volumes. These volumes were 

used to perform the analysis. Table 6 presents the results of the ramp junction analysis 

for 2030 baseline plus DMU conditions. HCS calculation sheets are provided in the 

Appendix. 

Table 6 

Ramp Junction Level of Service – 2030 Baseline plus DMU Alternative Conditions 

Location LOS DR

1 I-15 NB Off-ramp to Dale Evans Parkway D 32.0

2 I-15 SB Off-ramp to Dale Evans Parkway E 35.6

3 I-15 NB On-ramp from Dale Evans Parkway D 32.4

4 I-15 SB On-ramp from Dale Evans Parkway F 42.2

Bold indicates unacceptable conditions SOURCE: AECOM, 2009. 

Notes: 

a) NB = Northbound; SB = Southbound

b) LOS = Level of Service

c) Density of ramp (DR) reported in pc/mi/ln

Comparing results from tables 5 and 6, it can be noted that the southbound on and offramp junctions continue to operate at unacceptable conditions under this scenario. The 

densities at the ramp influence area only increase with the addition of the DMU project 

volumes. 

2030 Baseline plus EMU Alternative Conditions 

The EMU project alternative volumes were added to the 2030 baseline volumes to 

obtain the 2030 baseline plus EMU alternative condition volumes. These volumes were 

used to perform the analysis. Table 7 presents the results of the ramp junction analysis 

for 2030 baseline plus DMU conditions. HCS calculation sheets are provided in the 

Appendix. 

Comparing results from tables 5 and 7, it can be noted that the southbound on and offramp junctions continue to operate at unacceptable conditions under this scenario. The 

densities at the ramp influence area only increase with the addition of the EMU project 

volumes. 

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DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

5 April 2010 

Table 7 

Ramp Junction Level of Service – 2030 Baseline plus EMU Alternative Conditions 

Location LOS DR

1 I-15 NB Off-ramp to Dale Evans Parkway D 33.5

2 I-15 SB Off-ramp to Dale Evans Parkway E 35.7

3 I-15 NB On-ramp from Dale Evans Parkway D 33.7

4 I-15 SB On-ramp from Dale Evans Parkway F 46.5

Bold indicates unacceptable conditions SOURCE: AECOM, 2009. 

Notes: 

a) NB = Northbound; SB = Southbound

b) LOS = Level of Service

c) Density of ramp (DR) reported in pc/mi/ln

EXISTING ROADWAY NETWORK AROUND THE STATION LOCATION

The Dale Evans Parkway interchanges with I-15 will provide the most direct regional 

access to the proposed Victorville train station location option 3. Currently this roadway 

has a single travel lane in each direction; because of the relatively low traffic volume, 

intersections in the area are stop controlled. The existing lane geometry at the 

Victorville study intersections is shown in Figure 1. 

EXISTING INTERSECTION OPERATIONS

Based on the station location, the following existing intersections in the station vicinity 

have been identified for analysis: 

 Dale Evans Parkway and I-15 NB Ramps 

 Dale Evans Parkway and I-15 SB Ramps 

The evening peak hour turning movement counts were obtained at these study 

intersections on Thursday, May 28 2009. These volumes are presented in Figure 2. 

Intersection LOS for the weekday PM peak period (4:00 PM to 6:00 PM) was calculated 

for the study intersections. The results of the analysis are presented in Table 8. 

SYNCHRO analysis worksheets are provided in the Appendix. 

As indicated in Table 8, both the study intersections operate at acceptable conditions 

under existing conditions. 

 

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DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

6 April 2010 

Figure 1 Existing Intersection Lane Geometry - Victorville Station Location 

Alternative 3 

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DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

7 April 2010 

Figure 2 Existing Intersection Traffic Volumes - Victorville Station Location 

Alternative 3 

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DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

8 April 2010 

Table 8 

Victorville Option 3 - Existing Conditions LOS 

Intersection

Traffic 

Control

Existing Conditions

LOS Delay1

1

I-15 Northbound Ramps / Dale Evans 

Parkway Unsignalized2

A (NB) 9.3

2

I-15 Southbound Ramps / Dale Evans 

Parkway Unsignalized2

A (SB) 9.8

Notes: Source: AECOM, 2009.

1. Delay reported in seconds per vehicle

2. LOS and Delay reported for worst approach

3. SB=Southbound, WB=Westbound

In Victorville, LOS A through D are considered satisfactory levels and LOS E and F 

conditions are considered unsatisfactory service levels. Unsignalized intersections are 

considered to operate at unsatisfactory conditions if one approach operates at LOS E or 

F and Caltrans peak hour volume signal warrants are met. 

Impact Analysis 

This section presents the assessment of transportation impacts due to the proposed 

project. The transportation conditions were assessed for the following scenarios: 

 Existing plus Project Conditions; 

 2013 Opening Year Conditions; 

 2013 Opening Year plus Project Conditions; 

 2030 Cumulative Baseline Conditions; and, 

 2030 Cumulative Baseline plus Project Conditions. 

SIGNIFICANCE CRITERIA

The following are the significance criteria used by the City of Victorville and San 

Bernardino County CMP guidelines for the determination of impacts associated with a 

proposed project: 

 If the proposed site adds 5% or more to the peak hour traffic of an 

intersection. 

 Level of service C will be the design objective for capacity and under no 

circumstances will less than level of service D be accepted. 

PROJECT TRAVEL DEMAND

The Victor Valley Area Transportation Study (VVATS) travel demand forecasting model 

was used to develop the base “no-project” travel forecasts for future year 2013 and 2030 

traffic analysis. The City of Victorville provided future year 2035 travel forecasts from the 

model to AECOM. AECOM has applied a straight line method to interpolate the 

intermediate year volumes for project purpose. The project-related trips were then 

added to the future year base volumes to determine the “with project conditions”.

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DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

9 April 2010 

TRIP DISTRIBUTION

The overall trip distribution for the station is shown in Figure 3. This station is served 

primarily by I-15 and Dale Evans Parkway. Due to its proximity to the northern I-15 / 

Dale Evans Parkway interchange, it is assumed that all vehicles generated by the 

proposed station would use this interchange. 

There are a total of 5 station accesses leading to 7 parking areas within the station 

boundary. Project trip distribution within the station boundary is based on the proportion 

of parking spaces served by each access. It is assumed that all non self-drive 

passengers will use Parking Area 6 and self-drive passengers will use all 7 parking 

areas. As a result, trips by self-drive passengers will be accounted for at all 5 accesses 

whereas non self-drive passenger trips will only be accounted for at Intersection 3 

(Station Access #1 / Dale Evans Parkway) that provides direct access to parking area 6. 

Half of area 6 is assumed to be assigned for uses other than self-drive passengers. 

Table 9 presents the number of parking spaces in each area and the corresponding 

portion used for distributing self-drive trips. The proposed parking layout and allocation 

plan is presented in Figure 4. It can be seen that each parking access is shared 

between two parking areas. 

Table 9 

Self-Drive Trip Distribution 

6 1

6021 3011 0.22

5 1872 1872 0.14

4 1134 1134 0.08

3 2272 2272 0.17

2 2442 2442 0.18

1 2117 2117 0.16

7 670 670 0.05

Total 16528 13518 1

Self Drive 

Proportion 2

Self-drive # 

spaces

Total # 

spaces

Parking 

Area

Notes: 

1. Remaining 3010 parking spaces are assumed to be used by non self-drive 

passengers. 

2. Self-drive proportion determined by parking spaces allocation to be used for trip 

assignment at study intersections. 

EXISTING PLUS PROJECT CONDITIONS

Existing plus Diesel Electric Multiple Unit (DMU) Alternative Conditions 

Based on the trip distribution presented in Figure 3 and the parking distribution, 

project trips accessing the station were assigned at the study intersections. The 

project trips for DMU alternative conditions are presented in the Appendix. 

These project trips were added to the existing volumes to generate the Existing 

plus DMU volumes. 

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DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

10 April 2010 

Figure 3 Trip Distribution – Victorville Station Location Alternative 3 

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DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

11 April 2010 

 Figure 4 Station Parking Layout and Allocation 

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DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

12 April 2010 

Based on the Existing plus DMU volumes and the existing geometry, intersection 

level of service analysis was performed. Table 10 presents the results of the 

analysis. SYNCHRO analysis worksheets are provided in the Appendix. 

As indicated in Table 10, both ramp intersections operate at unacceptable level 

of service (LOS F) under this scenario. All the other intersections operate at 

acceptable conditions. 

Table 10

Victorville Option 3 – Existing plus DMU Conditions LOS 

Intersection

Traffic 

Control

Existing 

Conditions

Existing plus DMU 

Conditions

LOS Delay1LOS Delay1

1

I-15 Northbound Ramps / 

Dale Evans Parkway Unsignalized2

A (NB) 9.3 F (NB) 163.4

2

I-15 Southbound Ramps / 

Dale Evans Parkway Unsignalized2

A (SB) 9.8 F (SB) 115.3

3

Station Access #1 / Dale 

Evans Parkway Unsignalized2

- - B (NB) 12.6

4

Station Access #2 / Dale 

Evans Parkway Unsignalized2

- - A (NB) 9.6

5

Future Street / Dale 

Evans Parkway Unsignalized2

- - A (NB) 9.1

6

Future Street / Station 

Access #3

Unsignalized2- - A (WB) 9.3

7

Future Street / Station 

Access #4

Unsignalized2- - A (WB) 9.0

8

Future Street / Station 

Access #5

Unsignalized2-

- A (WB) 8.7

Notes: Source: AECOM, 2009.

1. Delay reported in seconds per vehicle

2. LOS and Delay reported for worst approach

3. NB=Northbound, SB=Southbound, WB=Westbound

4. Intersections 3, 4, 5, 6, 7 and 8 exist with Project conditions only

Comparing the results of the Existing plus DMU conditions to the Existing conditions 

level of service, it can be noted that due to the addition of project volumes, intersections 

approaches at Dale Evans Parkway at I-15 northbound and southbound ramps 

deteriorate from acceptable (LOS A) to unacceptable (LOS F) conditions. As the project 

trips add more than 5% of the existing volumes at these intersections, project impacts at 

these intersections are considered to be significant. 

Existing plus Electric Multiple Unit (EMU) Alternative Conditions 

Based on the trip distribution presented in Figure 3 and the parking distribution, 

project trips accessing the station were assigned to the analysis intersections. 

The project trips for EMU alternative conditions are presented in the Appendix. 

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DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

13 April 2010 

These project trips were added to the existing volumes to generate the Existing 

plus EMU volumes. 

Based on the Existing plus EMU volumes and the existing geometry, intersection 

level of service analysis was performed. Table 11 presents the results of the 

analysis. SYNCHRO analysis worksheets are provided in the Appendix. 

As indicated in Table 11, both ramp intersections operate at unacceptable level 

of service (LOS F) under this scenario. All the other intersections operate at 

acceptable conditions. 

Table 11

Victorville Option 3 – Existing plus EMU Conditions LOS 

Intersection

Traffic 

Control

Existing 

Conditions

Existing plus EMU 

Conditions

LOS Delay1LOS Delay1

1

I-15 Northbound Ramps / 

Dale Evans Parkway Unsignalized2

A (NB) 9.3 F (NB) 529.5

2

I-15 Southbound Ramps / 

Dale Evans Parkway Unsignalized2

A (SB) 9.8 F (SB) 567.8

3

Station Access #1 / Dale 

Evans Parkway Unsignalized2

- - C (NB) 19.4

4

Station Access #2 / Dale 

Evans Parkway Unsignalized2

- - B (NB) 10.4

5

Future Street / Dale 

Evans Parkway Unsignalized2

- - A (NB) 9.5

6

Future Street / Station 

Access #3

Unsignalized2- - A (WB) 9.8

7

Future Street / Station 

Access #4

Unsignalized2- - A (WB) 9.4

8

Future Street / Station 

Access #5

Unsignalized2-

- A (WB) 8.8

Notes: Source: AECOM, 2009.

1. Delay reported in seconds per vehicle

2. LOS and Delay reported for worst approach

3. NB=Northbound, SB=Southbound, WB=Westbound

4. Intersections 3, 4, 5, 6, 7 and 8 exist with Project conditions only

Comparing the results of the Existing plus EMU conditions to the Existing 

conditions level of service, it can be noted that due to the addition of project 

volumes, intersections approaches at Dale Evans Parkway at I-15 northbound 

and southbound ramps deteriorate from acceptable (LOS A) to unacceptable 

(LOS F) conditions. As the project trips add more than 5% of the existing 

volumes at these intersections, project impacts at these intersections are 

considered to be significant. 

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DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

14 April 2010 

2013 Opening Year Conditions 

2013 BASELINE CONDITIONS (NO PROJECT) 

Future year 2013 base volumes were calculated by linear interpolation between the 

existing year (traffic counts) and future year volumes (horizon year of SANBAG travel 

demand model). These volumes are presented in the Appendix. For analysis purposes, 

the existing intersection geometry was assumed for future year 2013 conditions at the 

ramp locations and future intersections were assumed to be stop controlled as

presented in Figure 5. Based on the future base volumes and the geometry presented 

in Figure 5, intersection level of service analysis was performed. 

It should be noted that, intersections 3, 4 and 8 do not exist without Project and, 

intersections 6 and 7 are T-intersections without the fourth leg leading into the Project 

site under 2013 Baseline Conditions. 

Table 12 presents the results of intersection operating conditions for future year 2013 

baseline conditions. SYNCHRO analysis worksheets are presented in the Appendix. 

Table 12

Victorville Option 3 – 2013 Baseline Conditions LOS 

Intersection Traffic Control

2013 Baseline 

Conditions

LOS Delay1

1

I-15 Northbound Ramps / Dale Evans 

Parkway Unsignalized2

B (NB) 12.0

2

I-15 Southbound Ramps / Dale Evans 

Parkway Unsignalized2 C (SB) 15.5

5 Future Street / Dale Evans Parkway Unsignalized2 C (SB) 16.0

6 Future Street / Station Access #3 Unsignalized2B (EB) 11.9

7 Future Street / Station Access #4 Unsignalized2B (EB) 13.2

Notes: Source: AECOM, 2009.

1. Delay reported in seconds per vehicle

2. LOS and Delay reported for worst approach

3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound

4. Intersections 6 and 7 are T-intersections under 2013 Baseline conditions

As indicated in Table 12, all the study intersections continue to operate at acceptable 

conditions under 2013 Baseline conditions. 

2013 BASELINE PLUS DMU CONDITIONS

Based on the trip distribution presented in Figure 3 and the parking distribution, project 

trips accessing the station were assigned to the analysis intersections. The project trips 

for DMU alternative conditions for year 2013 are presented in the Appendix. These 

project trips were added to the 2013 base conditions volumes to generate the 2013 

baseline plus DMU volumes. 

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DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

15 April 2010 

Figure 5 2013 Intersection Geometry 

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DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

16 April 2010 

Based on the 2013 Baseline plus DMU volumes and the geometry presented in Figure 5, 

intersection level of service analysis was performed. Table 13 presents the results of 

the analysis. SYNCHRO analysis worksheets are presented in the Appendix. 

As indicated in Table 13, the intersections of Dale Evans Parkway at I-15 northbound 

ramps, I-15 southbound ramps and Future Street operate at unacceptable conditions 

(LOS F) while all other intersections operate at acceptable conditions (LOS D or better). 

Table 13

Victorville Option 3 – 2013 Baseline plus DMU Conditions LOS 

Intersection

Traffic 

Control

2013 Baseline 

Conditions

2013 Baseline plus 

DMU Conditions

LOS Delay1LOS Delay1

1

I-15 Northbound Ramps / 

Dale Evans Parkway Unsignalized2

B (NB) 12.0 F (NB) 586.3

2

I-15 Southbound Ramps / 

Dale Evans Parkway Unsignalized2 C (SB) 15.5 F (SB) 666.9

3

Station Access #1 / Dale 

Evans Parkway Unsignalized2

- - C (NB) 19.3

4

Station Access #2 / Dale 

Evans Parkway Unsignalized2

- - B (NB) 11.7

5

Future Street / Dale 

Evans Parkway Unsignalized2 C (SB) 16.0 F (NB) -

6

Future Street / Station 

Access #3

Unsignalized2B (EB) 11.9 C (EB) 21.7

7

Future Street / Station 

Access #4

Unsignalized2B (EB) 13.2 D (EB) 27.6

8

Future Street / Station 

Access #5

Unsignalized2- - B (WB) 11.5

Notes: Source: AECOM, 2009.

1. Delay reported in seconds per vehicle

2. LOS and Delay reported for worst approach

3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound

4. Intersections 6 and 7 are T-intersections under 2013 Baseline conditions

5. Intersection 3, 4 and 8 exist with Project conditions only

Comparing the results of 2013 Baseline plus DMU conditions to the 2013 Baseline 

conditions level of service, it can be noted that due to the addition of project volumes, 

approaches at the intersections of Dale Evans Parkway at I-15 northbound ramps, I-15 

southbound ramps and the future street deteriorate from acceptable (LOS C or better) to 

unacceptable (LOS F) conditions. As the project trips add more than 5% of the 2013 

baseline volumes at the intersections, the project impacts at these intersections are 

considered to be significant. 

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DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

17 April 2010 

2013 BASELINE PLUS EMU CONDITIONS

Based on the trip distribution presented in Figure 3 and the parking distribution, project 

trips accessing the station were assigned to the analysis intersections. The project trips 

for EMU alternative conditions for year 2013 are presented in the Appendix. These 

project trips were added to the 2013 base conditions volumes to generate the 2013 

baseline plus EMU volumes. 

Based on the 2013 Baseline plus EMU volumes and the geometry presented in Figure 5, 

intersection level of service analysis was performed. Table 14 presents the results of 

the analysis. SYNCHRO analysis worksheets are presented in the Appendix. 

As indicated in Table 14, all the intersections operate at unacceptable levels of services 

(LOS E or F) except intersections 4, 6 and 8. 

Comparing the results of 2013 Baseline plus EMU conditions to the 2013 Baseline 

conditions level of service, it can be noted that due to the addition of project volumes, 

approaches at the above mentioned intersections deteriorate from acceptable (LOS C or 

better) to unacceptable (LOS E or F) conditions. As the project trips add more than 5% 

of the 2013 Baseline volumes at the intersections, the project impacts at these 

intersections are considered to be significant. 

Table 14

Victorville Option 3 – 2013 Baseline plus EMU Conditions LOS 

Intersection

Traffic 

Control

2013 Baseline 

Conditions

2013 Baseline plus 

EMU Conditions

LOS Delay1LOS Delay1

1

I-15 Northbound Ramps / 

Dale Evans Parkway Unsignalized2

B (NB) 12.0 F (NB) -

2

I-15 Southbound Ramps / 

Dale Evans Parkway Unsignalized2 C (SB) 15.5 F (SB) -

3

Station Access #1 / Dale 

Evans Parkway Unsignalized2

- - F (NB) 65.1

4

Station Access #2 / Dale 

Evans Parkway Unsignalized2

- - B (NB) 13.0

5

Future Street / Dale 

Evans Parkway Unsignalized2 C (SB) 16.0 F (NB) -

6

Future Street / Station 

Access #3

Unsignalized2B (EB) 11.9 D (EB) 29.9

7

Future Street / Station 

Access #4

Unsignalized2B (EB) 13.2 E (EB) 40.7

8

Future Street / Station 

Access #5

Unsignalized2- - B (WB) 12.0

Notes: Source: AECOM, 2009.

1. Delay reported in seconds per vehicle

2. LOS and Delay reported for worst approach

3. NB=Northbound, SB=Southbound, EB=Eastbound, WB=Westbound

4. Intersections 6 and 7 are T-intersections under 2013 Baseline conditions

5. Intersection 3, 4 and 8 exist with Project conditions only

6. Operating conditions at intersections 1, 2 and 5 breakdown under 2013 baseline + EMU project 

conditions, hence no delay reported.

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DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

18 April 2010 

2030 Cumulative Conditions 

Under this scenario, the proposed improvements include signalization at all study 

intersections. Future year 2030 roadway geometry and signal control are presented in 

Figure 6. 

Future year 2030 base volumes were calculated by linear interpolation between the 

existing year (traffic counts) and future year volumes (SANBAG travel demand model). 

These volumes are presented in the Appendix. 

It should be noted that, intersections 3, 4 and 8 do not exist without Project while 

intersections 6 and 7 are T-intersections without the fourth leg leading into the Project 

site under 2030 Baseline Conditions. 

Using the future base volumes and the proposed geometry presented in Figure 6, 

intersection level of service analysis was performed. Table 15 presents the results of 

intersection operating conditions for future year 2030 baseline conditions. SYNCHRO 

analysis worksheets are presented in the Appendix. 

As indicated in Table 15, all the study intersections operate at acceptable conditions 

(LOS D or better) under this scenario. 

Table 15

Victorville Option 3 - 2030 Baseline Conditions LOS 

Intersection

Traffic 

Control

2030 Baseline 

Conditions

LOS Delay1

1 I-15 Northbound Ramps / Dale Evans Parkway Signalized C 30.8

2 I-15 Southbound Ramps / Dale Evans Parkway Signalized C 24.3

5 Future Street / Dale Evans Parkway Signalized D 49.3

6 Future Street / Station Access #3 Signalized A 7.4

7 Future Street / Station Access #4 Signalized B 12.4

Notes: Source: AECOM, 2009.

1. Delay reported in seconds per vehicle

2. LOS and Delay reported for worst approach

3. Intersections 6 and 7 are T-intersections under 2030 Baseline conditions

2030 BASELINE PLUS DMU CONDITIONS

Based on the trip distribution presented in Figure 3 and the parking distribution, project 

trips accessing the station were assigned to the analysis intersections. The project trips 

for DMU alternative conditions for year 2030 are presented in the Appendix. These 

project trips were added to the 2030 base conditions volumes to generate the 2030 

baseline plus DMU volumes. 

Based on the 2030 Baseline plus DMU volumes and the geometry presented in Figure 6, 

intersection level of service analysis was performed. Table 16 presents the results of 

the analysis. SYNCHRO analysis worksheets are presented in the Appendix. 

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DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

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Figure 6 Future Year 2030 Geometry 

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DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

20 April 2010 

As indicated in Table 16, the intersections of Dale Evans Parkway at I-15 northbound 

ramps, southbound ramps and at Future Street operate at unacceptable conditions (LOS 

E or F) while all other intersections operate at acceptable conditions (LOS B or better). 

Table 16

Victorville Option 3 - 2030 Baseline plus DMU Conditions LOS 

Intersection

Traffic 

Control

2030 Baseline 

Conditions

2030 Baseline plus 

DMU Conditions

LOS Delay1LOS Delay1

1

I-15 Northbound Ramps / 

Dale Evans Parkway

Signalized C 30.8 F 89.9

2

I-15 Southbound Ramps / 

Dale Evans Parkway Signalized C 24.3 F 83.0

3

Station Access #1 / Dale 

Evans Parkway Signalized - - B 18.5

4

Station Access #2 / Dale 

Evans Parkway Signalized - - B 13.4

5

Future Street / Dale 

Evans Parkway Signalized D 49.3 E 56.6

6

Future Street / Station 

Access #3

Signalized A 7.4 A 9.1

7

Future Street / Station 

Access #4

Signalized B 12.4 B 15.5

8

Future Street / Station 

Access #5

Signalized - - A 6.5

Notes: Source: AECOM, 2009.

1. Delay reported in seconds per vehicle

2. LOS and Delay reported for worst approach

3. Intersections 6 and 7 are T-intersections under 2030 Baseline conditions

4. Intersection 3, 4 and 8 exist with Project conditions only

Comparing the results of 2030 Baseline plus DMU conditions to the 2030 Baseline 

conditions level of service, it can be noted that due to the addition of project volumes, 

the above mentioned intersections deteriorate from acceptable (LOS C or better) to 

unacceptable (LOS E or F) conditions. As the project trips add more than 5% of the 

2030 Baseline volumes at the intersections, the project impacts at these intersections 

are considered to be significant. 

2030 BASELINE PLUS EMU CONDITIONS

Based on the trip distribution presented in Figure 3 and the parking distribution, project 

trips accessing the station were assigned to the analysis intersections. The project trips 

for EMU alternative conditions for year 2030 are presented in the Appendix. These 

project trips were added to the 2030 base conditions volumes to generate the 2030 

baseline plus EMU volumes. 

Based on the 2030 Baseline volumes and the proposed geometry presented in Figure 6, 

intersection level of service analysis was performed. Table 17 presents the results of 

the analysis. SYNCHRO analysis worksheets are presented in the Appendix. 

S-B-20
DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

21 April 2010 

As indicated in Table 17, the intersections of Dale Evans Parkway at I-15 northbound 

ramps, I-15 southbound ramps and at Future Street operate at unacceptable conditions 

(LOS E or F) while all other intersections operate at acceptable conditions (LOS C or 

better). 

Table 17

Victorville Option 3 - 2030 Baseline plus EMU Conditions LOS 

Intersection

Traffic 

Control

2030 Baseline 

Conditions

2030 Baseline plus 

EMU Conditions

LOS Delay1LOS Delay1

1

I-15 Northbound Ramps / 

Dale Evans Parkway Signalized C 30.8 F 162.3

2

I-15 Southbound Ramps / 

Dale Evans Parkway Signalized C 24.3 F 150.6

3

Station Access #1 / Dale 

Evans Parkway Signalized - - C 31.4

4

Station Access #2 / Dale 

Evans Parkway Signalized - - B 13.6

5

Future Street / Dale 

Evans Parkway Signalized D 49.3 E 58.7

6

Future Street / Station 

Access #3

Signalized A 7.4 A 9.5

7

Future Street / Station 

Access #4

Signalized B 12.4 B 15.8

8

Future Street / Station 

Access #5

Signalized -

- A 8.2

Notes: Source: AECOM, 2009.

1. Delay reported in seconds per vehicle

2. LOS and Delay reported for worst approach

3. Intersections 6 and 7 are T-intersections under 2030 Baseline conditions

4. Intersection 3, 4 and 8 exist with Project conditions only

Comparing the results of 2030 Baseline plus EMU conditions to the 2030 Baseline 

conditions level of service, it can be noted that due to the addition of project volumes, 

the above mentioned intersections deteriorate from acceptable (LOS D or better) to 

unacceptable (LOS E or F) conditions. As the project trips add more than 5% of the 

2030 Baseline volumes at the intersections, the project impacts at these intersections 

are considered to be significant. 

Mitigation Measures 

EXISTING PLUS DMU CONDITIONS

As indicated in Table 10, two existing intersections at the ramp locations are significantly 

impacted by the proposed project. To mitigate the impacts at these intersections, the 

following mitigation measures are proposed: 

S-B-21
DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

22 April 2010 

 # 1: Signalize the intersection of Dale Evans Parkway at I-15 northbound ramps. 

 # 2: Signalize the intersection of Dale Evans Parkway at I-15 southbound ramps. 

A traffic signal warrant analysis was performed at these intersections to study if a signal 

can be considered as mitigation measure. The traffic signal warrant analysis at 

intersections 1 and 2 indicates that the warrant for peak hour (Warrants 3A and 3B) is 

met. The signal warrant analysis worksheets are provided in the Appendix. 

As indicated in Table 18, both intersections would operate at acceptable conditions (LOS 

B) with mitigation measures. SYNCHRO analysis worksheets are presented in the 

Appendix. 

Table 18

Victorville Option 3 - Existing plus DMU Mitigation Conditions LOS 

Intersection

Traffic 

Control

Existing plus DMU 

Mitigation 

Conditions

LOS Delay1

1

I-15 Northbound Ramps / Dale Evans 

Parkway Signalized B 14.1

2

I-15 Southbound Ramps / Dale Evans 

Parkway Signalized B 11.5

Notes: Source: AECOM, 2009

1. Delay reported in seconds per vehicle

EXISTING PLUS EMU CONDITIONS

As indicated in Table 11, two existing intersections at the ramp locations are significantly 

impacted by the proposed project. To mitigate these intersections, the following 

mitigation measures are proposed: 

 # 1: Signalize intersection of Dale Evans Parkway at I-15 northbound ramps. 

 # 2: Signalize intersection of Dale Evans Parkway at I-15 southbound ramps. 

A traffic signal warrant analysis was performed at these intersections to study if a signal 

can be considered as mitigation measure. The traffic signal warrant analysis at 

intersections 1 and 2 indicates that the warrant for peak hour (Warrants 3A and 3B) is 

met. The signal warrant analysis worksheets are provided in the Appendix. 

As indicated in Table 19, both intersections operate at acceptable conditions (LOS C or 

better) with mitigation measures. SYNCHRO analysis worksheets are presented in the 

Appendix. 

S-B-22
DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

23 April 2010 

Table 19

Victorville Option 3 - Existing plus EMU Mitigation Conditions LOS 

Intersection

Traffic 

Control

Existing plus EMU 

Mitigation 

Conditions

LOS Delay1

1

I-15 Northbound Ramps / Dale Evans 

Parkway Signalized C 20.3

2

I-15 Southbound Ramps / Dale Evans 

Parkway Signalized B 17.0

Notes: Source: AECOM, 2009

1. Delay reported in seconds per vehicle

2013 BASELINE PLUS DMU CONDITIONS

As indicated in Table 13, three study intersections operate at unacceptable conditions in 

the 2013 baseline plus DMU conditions. To mitigate this intersection, the following 

mitigation measures are proposed: 

 # 1: Signalize intersection of Dale Evans Parkway at I-15 northbound ramps and 

add one northbound left turn lane. 

 # 2: Signalize intersection of Dale Evans Parkway at I-15 southbound ramps and 

add an eastbound right turn lane and a westbound left turn lane. 

#5: Signalize intersection of Dale Evans Parkway at Future Street. 

A traffic signal warrant analysis was performed at these intersections to study if a signal 

can be considered as mitigation measure. The traffic signal warrant analysis at 

intersections 1, 2 and 5 indicates that the warrant for peak hour (Warrants 3A and 3B) is 

met. The signal warrant analysis worksheets are provided in the Appendix. 

Table 20

Victorville Option 3 - 2013 Baseline plus DMU Mitigation Conditions LOS 

Intersection

Traffic 

Control

2013 Baseline plus 

DMU Mitigation 

Conditions

LOS Delay1

1

I-15 Northbound Ramps / Dale Evans 

Parkway Signalized C 22.6

2

I-15 Southbound Ramps / Dale Evans 

Parkway Signalized C 30.9

5 Future Street / Dale Evans Parkway Signalized D 50.3

Notes: Source: AECOM, 2009

1. Delay reported in seconds per vehicle

S-B-23
DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

24 April 2010 

As indicated in Table 20, all the impacted intersections operate at acceptable conditions 

(LOS D or better) with the mitigation measures. 

2013 BASELINE PLUS EMU CONDITIONS

As indicated in Table 14, five study intersections operate at unacceptable conditions in 

the 2013 baseline plus EMU conditions. To mitigate these intersections, the following 

mitigation measures are proposed: 

 # 1: Signalize intersection of Dale Evans Parkway at I-15 northbound ramps and 

add two northbound left turn lanes. 

 # 2: Signalize intersection of Dale Evans Parkway at I-15 southbound ramps and 

add an eastbound right turn lane, second westbound through lane and a 

westbound left turn lane. 

 #3: Signalize intersection of Dale Evans Parkway at Station Access #1 and add 

second westbound left turn lane. 

#5: Signalize intersection of Dale Evans Parkway at Future Street and add 

second westbound left turn lane. 

 #7: Signalize intersection of Future Street at Station Access #4. 

A traffic signal warrant analysis was performed at these intersections to study if a signal 

can be considered as mitigation measure. The traffic signal warrant analysis at 

intersections 1, 2, 3 and 5 indicates that the warrant for peak hour (Warrants 3A and 3B) 

is met, but intersection 7 does not meet peak hour warrant. However, given the 

estimated high future volumes, it is proposed that the intersection be signalized to 

enhance safety. The signal warrant analysis worksheets are provided in the Appendix. 

Table 21

Victorville Option 3 - 2013 Baseline plus EMU Mitigation Conditions LOS 

Intersection

Traffic 

Control

2013 Baseline plus 

EMU Mitigation 

Conditions

LOS Delay1

1

I-15 Northbound Ramps / Dale Evans 

Parkway Signalized C 21.5

2

I-15 Southbound Ramps / Dale Evans 

Parkway Signalized C 33.8

3 Station Access #1 / Dale Evans Parkway Signalized C 26.9

5 Future Street / Dale Evans Parkway Signalized D 39.6

7 Future Street / Station Access #4 Signalized B 16.7

Notes: Source: AECOM, 2009

1. Delay reported in seconds per vehicle

As indicated in Table 21, all the impacted intersections operate at acceptable conditions 

(LOS D or better) with the mitigation measures. 

S-B-24
DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

25 April 2010 

2030 BASELINE PLUS DMU CONDITIONS

As indicated in Table 16, three study intersections operate at unacceptable conditions in 

the 2030 baseline plus DMU conditions. To mitigate these intersections, the following 

mitigation measures are proposed: 

 # 1: At the intersection of Dale Evans Parkway at I-15 northbound ramps add 

second northbound left turn lane. 

 # 2: At the intersection of Dale Evans Parkway at I-15 southbound ramps 

optimize the intersection timing. 

 # 5: At the intersection of Dale Evans Parkway at Future Street optimize the 

intersection timing 

After applying above mitigation to the 2030 roadway network, the intersection level of 

service was calculated. Table 22 presents the results of 2030 baseline plus DMU 

mitigation conditions analysis. SYNCHRO analysis worksheets are presented in the 

Appendix. 

Table 22

Victorville Option 3 - 2030 Baseline plus DMU Mitigation Conditions LOS 

Intersection

Traffic 

Control

2030 Baseline plus 

DMU Mitigation 

Conditions

LOS Delay1

1

I-15 Northbound Ramps / Dale Evans 

Parkway Signalized C 22.8

2

I-15 Southbound Ramps / Dale Evans 

Parkway Signalized D 54.8

5 Future Street / Dale Evans Parkway Signalized D 54.2

Notes: Source: AECOM, 2009

1. Delay reported in seconds per vehicle

As indicated in Table 22, all the impacted intersections operate at acceptable conditions 

(LOS D or better) with the mitigation measures. 

2030 BASELINE PLUS EMU CONDITIONS

As indicated in Table 17, three study intersections operate at unacceptable conditions in 

the 2030 baseline plus EMU conditions. To mitigate these intersections, the following 

mitigation measures are proposed: 

 # 1: At the intersection of Dale Evans Parkway at I-15 northbound ramps add 

second northbound left turn lane. 

 # 2: At the intersection of Dale Evans Parkway at I-15 southbound ramps add 

second eastbound right turn lane. 

 # 5: At the intersection of Dale Evans Parkway at Future Street add third 

westbound left turn lane 

S-B-25
DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

26 April 2010 

After applying above mitigation to the 2030 roadway network, the intersection level of 

service was calculated. Table 23 presents the results of 2030 baseline plus EMU 

mitigation conditions analysis. SYNCHRO analysis worksheets are presented in the 

Appendix. 

Table 23

Victorville Option 3 - 2030 Baseline plus EMU Mitigation Conditions LOS 

Intersection

Traffic 

Control

2030 Baseline plus 

EMU Mitigation 

Conditions

LOS Delay1

1

I-15 Northbound Ramps / Dale Evans 

Parkway Signalized D 40.7

2

I-15 Southbound Ramps / Dale Evans 

Parkway Signalized C 30.6

5 Future Street / Dale Evans Parkway Signalized D 53.0

Notes: Source: AECOM, 2009

1. Delay reported in seconds per vehicle

As indicated in Table 23, all the impacted intersections operate at acceptable conditions 

(LOS D or better) with the mitigation measures. 

Queuing Analysis 

Queuing analysis was performed to identify the required length of turn pockets under the 

future year 2030 cumulative conditions at the ramp locations. Table 24 presents the 

results of queuing analysis for 2030 baseline and project conditions with and without 

mitigation measures. The queuing analysis worksheets are included in the Appendix. 

It can be noted from Table 24 that the queue lengths under the mitigated conditions are 

considerably shorter than the baseline conditions. 

S-B-26
DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

27 April 2010 

Table 24

Victorville Option 3 – Queuing Analysis 

Intersection Movement

95th % queue length (ft)

2030 2030 + DMU 2030 + EMU

Baseline Conditions

1

I-15 Northbound Ramps 

/ Dale Evans Parkway

EBL

NBL

261

124

254

697

251

944

2

I-15 Southbound 

Ramps / Dale Evans 

Parkway

EBR

WBL

SBL

86

286

203

528

133

203

715

116

203

5

Future Street / Dale 

Evans Parkway

WBL

NBL

NBR

SBL

316

360

173

324

634

319

253

324

763

322

559

324

With Mitigations

1

I-15 Northbound Ramps 

/ Dale Evans Parkway

EBL

NBL

NA

NA

236

264

342

547

2

I-15 Southbound 

Ramps / Dale Evans 

Parkway

EBR

WBL

SBL

NA

NA

NA

381

326

244

261

374

349

5

Future Street / Dale 

Evans Parkway

WBL

NBL

NBR

SBL

NA

NA

NA

NA

562

443

304

407

414

414

244

390

Source: AECOM, 2009.

Summary and Conclusions 

In the areas around the proposed rail station, the DesertXpress project would result in 

higher traffic volumes through some nearby intersections. In general, these higher 

volumes can be mitigated by adding signalization and/or travel lanes to the intersection 

approaches. Tables 25 and 26 summarize the mitigation measures recommended for 

the DMU and EMU alternatives respectively. 

S-B-27
DesertXpress Traffic Impact Analysis Victorville Station Location Option 3 

28 April 2010 

Table 25

Project Mitigations – DMU Alternatives 

Station 

Location 

Alternative Existing 2013 2030

Victorville 

Option 3

#1 Dale Evans 

Parkway & I-15 NB 

Ramps 

− Signalize

#2 Dale Evans 

Parkway & I-15 SB 

Ramps 

− Signalize

#1 Dale Evans Parkway & I-15 NB 

Ramps 

− Add northbound left turn lane

#2 Dale Evans Parkway & I-15 SB 

Ramps 

− Add eastbound right turn lane

− Add westbound left turn lane

#5 Dale Evans Parkway & Future 

Street 

− Signalize

#1 Dale Evans Parkway & I-15 

NB Ramps 

− Add second northbound 

left turn lane

#2 Dale Evans Parkway & I-15 

SB Ramps 

− Optimize signal timing 

#5 Dale Evans Parkway & 

Future Street 

− Optimize signal timing

Table 26

Project Mitigations – EMU Alternatives 

Station 

Location 

Alternative

Existing 2013 2030

Victorville 

Option 3

#1 Dale Evans 

Parkway & I-15 NB 

Ramps 

− Signalize

#2 Dale Evans 

Parkway & I-15 SB 

Ramps 

− Signalize

#1 Dale Evans Parkway & I-15 NB 

Ramps 

− Add two northbound left turn 

lanes

#2 Dale Evans Parkway & I-15 SB 

Ramps 

− Add eastbound right turn lane

− Add second westbound through 

lane

− Add westbound left turn lane

#3 Dale Evans Parkway & Station 

Access #1

− Signalize

− Add second westbound left turn 

lane

#5 Dale Evans Parkway & Future 

Street 

− Signalize

− Add second westbound left turn 

lane

#7 Future Street & Station Access 

#4

− Signalize

#1 Dale Evans Parkway & I-15 

NB Ramps 

− Add second northbound 

left turn lane

#2 Dale Evans Parkway & I-15 

SB Ramps 

− Add second eastbound 

right turn lane

#5 Dale Evans Parkway & 

Future Street 

− Add third westbound left 

turn lane

S-B-28
HCS Analysis Worksheets

Ramp Analysis

S-B-29
S-B-30
Ramp Analysis

Existing Conditions

NB

S-B-31
S-B-32
Dale Evans PkwyNBOff-Ramp-PM.txt

 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Diverge Analysis______________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 03/31/2010

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 NB

Junction: Dale Evans Pkwy(Off-ramp)

Jurisdiction: Caltrans

Analysis Year: Existing 2009

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis Diverge

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 2194 vph

_________________________________Off Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-Flow speed on ramp 35.0 mph

Volume on ramp 157 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent ramp 165 vph

Position of adjacent ramp Downstream

Type of adjacent ramp On

Distance to adjacent ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 2194 157 165 vph

Peak-hour factor, PHF 0.90 0.90 0.90

Peak 15-min volume, v15 609 44 46 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade 0.00 % 0.00 % 0.00 %

 Length 0.00 mi 0.00 mi 0.00 mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Page 1

Dale Evans PkwyNBOff-Ramp-PM.txt

Flow rate, vp 2682 176 185 pcph

_________________________Estimation of V12 Diverge Areas_______________________

 L = 0.00 (Equation 25-8 or 25-9)

 EQ

 P = 0.685 Using Equation 5

 FD

 v = v + (v - v ) P = 1892 pc/h

 12 R F R FD

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v = v 2682 7200 No

 Fi F

 v 1892 4400 No

 12

 v = v - v 2506 7200 No

 FO F R

 v 176 2000 No

 R

_________________Level of Service Determination (if not F)_____________________

Density, D = 4.252 + 0.0086 v - 0.009 L = 16.0 pc/mi/ln

 R 12 D

Level of service for ramp-freeway junction areas of influence B

_____________________________Speed Estimation__________________________________

Intermediate speed variable, D = 0.444

 S

Space mean speed in ramp influence area, S = 58 mph

 R

Space mean speed in outer lanes, S = 76.8 mph

 0

Space mean speed for all vehicles, S = 62.2 mph

_______________________________________________________________________________

Page 2

S-B-33
Dale Evans PkwyNBOn-Ramp-PM.txt

 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Merge Analysis________________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 03/31/2010

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 NB

Junction: Dale Evans Pkwy (on-ramp)

Jurisdiction: Caltrans

Analysis Year: Existing 2009

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis 64.0

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 2194 vph

__________________________________On Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-flow speed on ramp 35.0 mph

Volume on ramp 165 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent Ramp 157 vph

Position of adjacent Ramp Upstream

Type of adjacent Ramp Off

Distance to adjacent Ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 2194 165 157 vph

Peak-hour factor, PHF 0.90 0.90 0.90

Peak 15-min volume, v15 609 46 44 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade % % %

 Length mi mi mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Page 1

Dale Evans PkwyNBOn-Ramp-PM.txt

Flow rate, vp 2682 185 176 pcph

_________________________Estimation of V12 Merge Areas_________________________

 L = (Equation 25-2 or 25-3)

 EQ

 P = 0.591 Using Equation 1

 FM

 v = v (P ) = 1586 pc/h

 12 F FM

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v 2867 7200 No

 FO

 v 1771 4600 No

 R12

_________________Level of Service Determination (if not F)_____________________

Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 16.1 pc/mi/ln

 R R 12 A

Level of service for ramp-freeway junction areas of influence B

_____________________________Speed Estimation__________________________________

Intermediate speed variable, M = 0.309

 S

Space mean speed in ramp influence area, S = 61.4 mph

 R

Space mean speed in outer lanes, S = 67.9 mph

 0

Space mean speed for all vehicles, S = 63.7 mph

_______________________________________________________________________________

Page 2

S-B-34
Ramp Analysis

Existing Conditions

SB

S-B-35
S-B-36
Dale Evans PkwySBOff-Ramp-PM.txt

 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Diverge Analysis______________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 03/31/2010

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 SB

Junction: Dale Evans Pkwy SB(Off-ramp)

Jurisdiction: Caltrans

Analysis Year: Existing 2009

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis Diverge

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 3954 vph

_________________________________Off Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-Flow speed on ramp 35.0 mph

Volume on ramp 194 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent ramp 201 vph

Position of adjacent ramp Downstream

Type of adjacent ramp On

Distance to adjacent ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 3954 194 201 vph

Peak-hour factor, PHF 0.90 0.90 0.90

Peak 15-min volume, v15 1098 54 56 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade 0.00 % 0.00 % 0.00 %

 Length 0.00 mi 0.00 mi 0.00 mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Page 1

Dale Evans PkwySBOff-Ramp-PM.txt

Flow rate, vp 4833 218 226 pcph

_________________________Estimation of V12 Diverge Areas_______________________

 L = 0.00 (Equation 25-8 or 25-9)

 EQ

 P = 0.629 Using Equation 5

 FD

 v = v + (v - v ) P = 3122 pc/h

 12 R F R FD

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v = v 4833 7200 No

 Fi F

 v 3122 4400 No

 12

 v = v - v 4615 7200 No

 FO F R

 v 218 2000 No

 R

_________________Level of Service Determination (if not F)_____________________

Density, D = 4.252 + 0.0086 v - 0.009 L = 26.6 pc/mi/ln

 R 12 D

Level of service for ramp-freeway junction areas of influence C

_____________________________Speed Estimation__________________________________

Intermediate speed variable, D = 0.448

 S

Space mean speed in ramp influence area, S = 57 mph

 R

Space mean speed in outer lanes, S = 74.0 mph

 0

Space mean speed for all vehicles, S = 62.4 mph

_______________________________________________________________________________

Page 2

S-B-37
Dale Evans PkwySBOn-Ramp-PM.txt

 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Merge Analysis________________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 03/31/2010

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 SB

Junction: Dale Evans Pkwy (on-ramp)

Jurisdiction: Caltrans

Analysis Year: Existing 2009

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis 62.9

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 3954 vph

__________________________________On Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-flow speed on ramp 35.0 mph

Volume on ramp 201 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent Ramp 194 vph

Position of adjacent Ramp Upstream

Type of adjacent Ramp Off

Distance to adjacent Ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 3954 201 194 vph

Peak-hour factor, PHF 0.90 0.90 0.90

Peak 15-min volume, v15 1098 56 54 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade % % %

 Length mi mi mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Page 1

Dale Evans PkwySBOn-Ramp-PM.txt

Flow rate, vp 4833 226 218 pcph

_________________________Estimation of V12 Merge Areas_________________________

 L = (Equation 25-2 or 25-3)

 EQ

 P = 0.591 Using Equation 1

 FM

 v = v (P ) = 2859 pc/h

 12 F FM

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v 5059 7200 No

 FO

 v 3085 4600 No

 R12

_________________Level of Service Determination (if not F)_____________________

Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 26.3 pc/mi/ln

 R R 12 A

Level of service for ramp-freeway junction areas of influence C

_____________________________Speed Estimation__________________________________

Intermediate speed variable, M = 0.371

 S

Space mean speed in ramp influence area, S = 59.6 mph

 R

Space mean speed in outer lanes, S = 64.7 mph

 0

Space mean speed for all vehicles, S = 61.5 mph

_______________________________________________________________________________

Page 2

S-B-38
Ramp Analysis

2013 Base and Project Conditions

S-B-39
S-B-40
Ramp Analysis

2013 Base

NB

S-B-41
S-B-42
Dale Evans PkwyNBOff-Ramp-PM.txt

 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Diverge Analysis______________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 03/31/2010

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 NB

Junction: Dale Evans Pkwy(Off-ramp)

Jurisdiction: Caltrans

Analysis Year: 2013 No Build

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis Diverge

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 2602 vph

_________________________________Off Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-Flow speed on ramp 35.0 mph

Volume on ramp 258 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent ramp 222 vph

Position of adjacent ramp Downstream

Type of adjacent ramp On

Distance to adjacent ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 2602 258 222 vph

Peak-hour factor, PHF 0.90 0.90 0.90

Peak 15-min volume, v15 723 72 62 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade 0.00 % 0.00 % 0.00 %

 Length 0.00 mi 0.00 mi 0.00 mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Page 1

Dale Evans PkwyNBOff-Ramp-PM.txt

Flow rate, vp 3180 290 249 pcph

_________________________Estimation of V12 Diverge Areas_______________________

 L = 0.00 (Equation 25-8 or 25-9)

 EQ

 P = 0.667 Using Equation 5

 FD

 v = v + (v - v ) P = 2218 pc/h

 12 R F R FD

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v = v 3180 7200 No

 Fi F

 v 2218 4400 No

 12

 v = v - v 2890 7200 No

 FO F R

 v 290 2000 No

 R

_________________Level of Service Determination (if not F)_____________________

Density, D = 4.252 + 0.0086 v - 0.009 L = 18.8 pc/mi/ln

 R 12 D

Level of service for ramp-freeway junction areas of influence B

_____________________________Speed Estimation__________________________________

Intermediate speed variable, D = 0.454

 S

Space mean speed in ramp influence area, S = 57 mph

 R

Space mean speed in outer lanes, S = 76.8 mph

 0

Space mean speed for all vehicles, S = 62.1 mph

_______________________________________________________________________________

Page 2

S-B-43
Dale Evans PkwyNBOn-Ramp-PM.txt

 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Merge Analysis________________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 03/31/2010

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 NB

Junction: Dale Evans Pkwy (on-ramp)

Jurisdiction: Caltrans

Analysis Year: 2013 No Build

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis 63.7

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 2602 vph

__________________________________On Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-flow speed on ramp 35.0 mph

Volume on ramp 222 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent Ramp 258 vph

Position of adjacent Ramp Upstream

Type of adjacent Ramp Off

Distance to adjacent Ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 2602 222 258 vph

Peak-hour factor, PHF 0.90 0.90 0.90

Peak 15-min volume, v15 723 62 72 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade % % %

 Length mi mi mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Page 1

Dale Evans PkwyNBOn-Ramp-PM.txt

Flow rate, vp 3180 249 290 pcph

_________________________Estimation of V12 Merge Areas_________________________

 L = (Equation 25-2 or 25-3)

 EQ

 P = 0.591 Using Equation 1

 FM

 v = v (P ) = 1881 pc/h

 12 F FM

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v 3429 7200 No

 FO

 v 2130 4600 No

 R12

_________________Level of Service Determination (if not F)_____________________

Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 18.8 pc/mi/ln

 R R 12 A

Level of service for ramp-freeway junction areas of influence B

_____________________________Speed Estimation__________________________________

Intermediate speed variable, M = 0.319

 S

Space mean speed in ramp influence area, S = 61.1 mph

 R

Space mean speed in outer lanes, S = 67.1 mph

 0

Space mean speed for all vehicles, S = 63.2 mph

_______________________________________________________________________________

Page 2

S-B-44
Ramp Analysis

2013 + EMU

NB

S-B-45
S-B-46
Dale Evans PkwyNBOff-Ramp-PM.txt

 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Diverge Analysis______________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 03/31/2010

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 NB

Junction: Dale Evans Pkwy(Off-ramp)

Jurisdiction: Caltrans

Analysis Year: 2013 EMU

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis Diverge

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 3396 vph

_________________________________Off Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-Flow speed on ramp 35.0 mph

Volume on ramp 1052 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent ramp 259 vph

Position of adjacent ramp Downstream

Type of adjacent ramp On

Distance to adjacent ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 3396 1052 259 vph

Peak-hour factor, PHF 0.90 0.90 0.90

Peak 15-min volume, v15 943 292 72 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade 0.00 % 0.00 % 0.00 %

 Length 0.00 mi 0.00 mi 0.00 mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Page 1

Dale Evans PkwyNBOff-Ramp-PM.txt

Flow rate, vp 4151 1181 291 pcph

_________________________Estimation of V12 Diverge Areas_______________________

 L = 0.00 (Equation 25-8 or 25-9)

 EQ

 P = 0.602 Using Equation 5

 FD

 v = v + (v - v ) P = 2969 pc/h

 12 R F R FD

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v = v 4151 7200 No

 Fi F

 v 2969 4400 No

 12

 v = v - v 2970 7200 No

 FO F R

 v 1181 2000 No

 R

_________________Level of Service Determination (if not F)_____________________

Density, D = 4.252 + 0.0086 v - 0.009 L = 25.3 pc/mi/ln

 R 12 D

Level of service for ramp-freeway junction areas of influence C

_____________________________Speed Estimation__________________________________

Intermediate speed variable, D = 0.534

 S

Space mean speed in ramp influence area, S = 55 mph

 R

Space mean speed in outer lanes, S = 76.1 mph

 0

Space mean speed for all vehicles, S = 59.7 mph

_______________________________________________________________________________

Page 2

S-B-47
Dale Evans PkwyNBOn-Ramp-PM.txt

 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Merge Analysis________________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 03/31/2010

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 NB

Junction: Dale Evans Pkwy (on-ramp)

Jurisdiction: Caltrans

Analysis Year: 2013 EMU

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis 63.1

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 3396 vph

__________________________________On Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-flow speed on ramp 35.0 mph

Volume on ramp 259 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent Ramp 1052 vph

Position of adjacent Ramp Upstream

Type of adjacent Ramp Off

Distance to adjacent Ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 3396 259 1052 vph

Peak-hour factor, PHF 0.90 0.90 0.90

Peak 15-min volume, v15 943 72 292 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade % % %

 Length mi mi mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Page 1

Dale Evans PkwyNBOn-Ramp-PM.txt

Flow rate, vp 4151 291 1181 pcph

_________________________Estimation of V12 Merge Areas_________________________

 L = (Equation 25-2 or 25-3)

 EQ

 P = 0.591 Using Equation 1

 FM

 v = v (P ) = 2455 pc/h

 12 F FM

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v 4442 7200 No

 FO

 v 2746 4600 No

 R12

_________________Level of Service Determination (if not F)_____________________

Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 23.6 pc/mi/ln

 R R 12 A

Level of service for ramp-freeway junction areas of influence C

_____________________________Speed Estimation__________________________________

Intermediate speed variable, M = 0.347

 S

Space mean speed in ramp influence area, S = 60.3 mph

 R

Space mean speed in outer lanes, S = 65.7 mph

 0

Space mean speed for all vehicles, S = 62.2 mph

_______________________________________________________________________________

Page 2

S-B-48
Ramp Analysis

2013 + DEMU

NB

S-B-49
S-B-50
Dale Evans PkwyNBOff-Ramp-PM.txt

 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Diverge Analysis______________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 03/31/2010

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 NB

Junction: Dale Evans Pkwy(Off-ramp)

Jurisdiction: Caltrans

Analysis Year: 2013 DEMU

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis Diverge

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 3165 vph

_________________________________Off Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-Flow speed on ramp 35.0 mph

Volume on ramp 821 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent ramp 248 vph

Position of adjacent ramp Downstream

Type of adjacent ramp On

Distance to adjacent ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 3165 821 248 vph

Peak-hour factor, PHF 0.90 0.90 0.90

Peak 15-min volume, v15 879 228 69 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade 0.00 % 0.00 % 0.00 %

 Length 0.00 mi 0.00 mi 0.00 mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Page 1

Dale Evans PkwyNBOff-Ramp-PM.txt

Flow rate, vp 3868 921 278 pcph

_________________________Estimation of V12 Diverge Areas_______________________

 L = 0.00 (Equation 25-8 or 25-9)

 EQ

 P = 0.621 Using Equation 5

 FD

 v = v + (v - v ) P = 2751 pc/h

 12 R F R FD

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v = v 3868 7200 No

 Fi F

 v 2751 4400 No

 12

 v = v - v 2947 7200 No

 FO F R

 v 921 2000 No

 R

_________________Level of Service Determination (if not F)_____________________

Density, D = 4.252 + 0.0086 v - 0.009 L = 23.4 pc/mi/ln

 R 12 D

Level of service for ramp-freeway junction areas of influence C

_____________________________Speed Estimation__________________________________

Intermediate speed variable, D = 0.511

 S

Space mean speed in ramp influence area, S = 56 mph

 R

Space mean speed in outer lanes, S = 76.3 mph

 0

Space mean speed for all vehicles, S = 60.4 mph

_______________________________________________________________________________

Page 2

S-B-51
Dale Evans PkwyNBOn-Ramp-PM.txt

 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Merge Analysis________________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 03/31/2010

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 NB

Junction: Dale Evans Pkwy (on-ramp)

Jurisdiction: Caltrans

Analysis Year: 2013 DEMU

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis 63.3

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 3165 vph

__________________________________On Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-flow speed on ramp 35.0 mph

Volume on ramp 248 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent Ramp 821 vph

Position of adjacent Ramp Upstream

Type of adjacent Ramp Off

Distance to adjacent Ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 3165 248 821 vph

Peak-hour factor, PHF 0.90 0.90 0.90

Peak 15-min volume, v15 879 69 228 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade % % %

 Length mi mi mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Page 1

Dale Evans PkwyNBOn-Ramp-PM.txt

Flow rate, vp 3868 278 921 pcph

_________________________Estimation of V12 Merge Areas_________________________

 L = (Equation 25-2 or 25-3)

 EQ

 P = 0.591 Using Equation 1

 FM

 v = v (P ) = 2288 pc/h

 12 F FM

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v 4146 7200 No

 FO

 v 2566 4600 No

 R12

_________________Level of Service Determination (if not F)_____________________

Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 22.2 pc/mi/ln

 R R 12 A

Level of service for ramp-freeway junction areas of influence C

_____________________________Speed Estimation__________________________________

Intermediate speed variable, M = 0.337

 S

Space mean speed in ramp influence area, S = 60.6 mph

 R

Space mean speed in outer lanes, S = 66.1 mph

 0

Space mean speed for all vehicles, S = 62.6 mph

_______________________________________________________________________________

Page 2

S-B-52
Ramp Analysis

2013 Base

SB

S-B-53
S-B-54
Dale Evans PkwySBOff-Ramp-PM.txt

 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Diverge Analysis______________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 03/31/2010

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 SB

Junction: Dale Evans Pkwy (Off-ramp)

Jurisdiction: Caltrans

Analysis Year: 2013 No Build

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis Diverge

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 4337 vph

_________________________________Off Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-Flow speed on ramp 35.0 mph

Volume on ramp 290 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent ramp 344 vph

Position of adjacent ramp Downstream

Type of adjacent ramp On

Distance to adjacent ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 4337 290 344 vph

Peak-hour factor, PHF 0.90 0.90 0.90

Peak 15-min volume, v15 1205 81 96 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade 0.00 % 0.00 % 0.00 %

 Length 0.00 mi 0.00 mi 0.00 mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Page 1

Dale Evans PkwySBOff-Ramp-PM.txt

Flow rate, vp 5301 325 386 pcph

_________________________Estimation of V12 Diverge Areas_______________________

 L = 0.00 (Equation 25-8 or 25-9)

 EQ

 P = 0.613 Using Equation 5

 FD

 v = v + (v - v ) P = 3373 pc/h

 12 R F R FD

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v = v 5301 7200 No

 Fi F

 v 3373 4400 No

 12

 v = v - v 4976 7200 No

 FO F R

 v 325 2000 No

 R

_________________Level of Service Determination (if not F)_____________________

Density, D = 4.252 + 0.0086 v - 0.009 L = 28.8 pc/mi/ln

 R 12 D

Level of service for ramp-freeway junction areas of influence D

_____________________________Speed Estimation__________________________________

Intermediate speed variable, D = 0.457

 S

Space mean speed in ramp influence area, S = 57 mph

 R

Space mean speed in outer lanes, S = 73.2 mph

 0

Space mean speed for all vehicles, S = 62.1 mph

_______________________________________________________________________________

Page 2

S-B-55
Dale Evans PkwySBOn-Ramp-PM.txt

 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Merge Analysis________________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 03/31/2010

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 SB

Junction: Dale Evans Pkwy (on-ramp)

Jurisdiction: Caltrans

Analysis Year: 2013 No Build

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis 62.4

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 4337 vph

__________________________________On Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-flow speed on ramp 35.0 mph

Volume on ramp 344 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent Ramp 290 vph

Position of adjacent Ramp Upstream

Type of adjacent Ramp Off

Distance to adjacent Ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 4337 344 290 vph

Peak-hour factor, PHF 0.90 0.90 0.90

Peak 15-min volume, v15 1205 96 81 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade % % %

 Length mi mi mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Page 1

Dale Evans PkwySBOn-Ramp-PM.txt

Flow rate, vp 5301 386 325 pcph

_________________________Estimation of V12 Merge Areas_________________________

 L = (Equation 25-2 or 25-3)

 EQ

 P = 0.591 Using Equation 1

 FM

 v = v (P ) = 3136 pc/h

 12 F FM

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v 5687 7200 No

 FO

 v 3522 4600 No

 R12

_________________Level of Service Determination (if not F)_____________________

Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 29.6 pc/mi/ln

 R R 12 A

Level of service for ramp-freeway junction areas of influence D

_____________________________Speed Estimation__________________________________

Intermediate speed variable, M = 0.418

 S

Space mean speed in ramp influence area, S = 58.3 mph

 R

Space mean speed in outer lanes, S = 64.0 mph

 0

Space mean speed for all vehicles, S = 60.3 mph

_______________________________________________________________________________

Page 2

S-B-56
Ramp Analysis

2013 + EMU

SB

S-B-57
S-B-58
Dale Evans PkwySBOff-Ramp-PM.txt

 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Diverge Analysis______________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 03/31/2010

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 SB

Junction: Dale Evans Pkwy SB(Off-ramp)

Jurisdiction: Caltrans

Analysis Year: 2013 EMU

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis Diverge

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 4387 vph

_________________________________Off Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-Flow speed on ramp 35.0 mph

Volume on ramp 340 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent ramp 935 vph

Position of adjacent ramp Downstream

Type of adjacent ramp On

Distance to adjacent ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 4387 340 935 vph

Peak-hour factor, PHF 0.90 0.90 0.90

Peak 15-min volume, v15 1219 94 260 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade 0.00 % 0.00 % 0.00 %

 Length 0.00 mi 0.00 mi 0.00 mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Page 1

Dale Evans PkwySBOff-Ramp-PM.txt

Flow rate, vp 5362 382 1049 pcph

_________________________Estimation of V12 Diverge Areas_______________________

 L = 0.00 (Equation 25-8 or 25-9)

 EQ

 P = 0.608 Using Equation 5

 FD

 v = v + (v - v ) P = 3412 pc/h

 12 R F R FD

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v = v 5362 7200 No

 Fi F

 v 3412 4400 No

 12

 v = v - v 4980 7200 No

 FO F R

 v 382 2000 No

 R

_________________Level of Service Determination (if not F)_____________________

Density, D = 4.252 + 0.0086 v - 0.009 L = 29.1 pc/mi/ln

 R 12 D

Level of service for ramp-freeway junction areas of influence D

_____________________________Speed Estimation__________________________________

Intermediate speed variable, D = 0.462

 S

Space mean speed in ramp influence area, S = 57 mph

 R

Space mean speed in outer lanes, S = 73.1 mph

 0

Space mean speed for all vehicles, S = 62.0 mph

_______________________________________________________________________________

Page 2

S-B-59
Dale Evans PkwySBOn-Ramp-PM.txt

 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Merge Analysis________________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 03/31/2010

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 SB

Junction: Dale Evans Pkwy (on-ramp)

Jurisdiction: Caltrans

Analysis Year: 2013 EMU

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis 61.2

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 4387 vph

__________________________________On Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-flow speed on ramp 35.0 mph

Volume on ramp 935 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent Ramp 340 vph

Position of adjacent Ramp Upstream

Type of adjacent Ramp Off

Distance to adjacent Ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 4387 935 340 vph

Peak-hour factor, PHF 0.90 0.90 0.90

Peak 15-min volume, v15 1219 260 94 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade % % %

 Length mi mi mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Page 1

Dale Evans PkwySBOn-Ramp-PM.txt

Flow rate, vp 5362 1049 382 pcph

_________________________Estimation of V12 Merge Areas_________________________

 L = (Equation 25-2 or 25-3)

 EQ

 P = 0.591 Using Equation 1

 FM

 v = v (P ) = 3172 pc/h

 12 F FM

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v 6411 7200 No

 FO

 v 4221 4600 No

 R12

_________________Level of Service Determination (if not F)_____________________

Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 34.8 pc/mi/ln

 R R 12 A

Level of service for ramp-freeway junction areas of influence D

_____________________________Speed Estimation__________________________________

Intermediate speed variable, M = 0.552

 S

Space mean speed in ramp influence area, S = 54.6 mph

 R

Space mean speed in outer lanes, S = 63.9 mph

 0

Space mean speed for all vehicles, S = 57.4 mph

_______________________________________________________________________________

Page 2

S-B-60
Ramp Analysis

2013 + DEMU

SB

S-B-61
S-B-62
Dale Evans PkwySBOff-Ramp-PM.txt

 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Diverge Analysis______________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 03/31/2010

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 SB

Junction: Dale Evans Pkwy SB(Off-ramp)

Jurisdiction: Caltrans

Analysis Year: 2013 DEMU

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis Diverge

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 4372 vph

_________________________________Off Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-Flow speed on ramp 35.0 mph

Volume on ramp 325 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent ramp 394 vph

Position of adjacent ramp Downstream

Type of adjacent ramp On

Distance to adjacent ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 4372 325 394 vph

Peak-hour factor, PHF 0.90 0.90 0.90

Peak 15-min volume, v15 1214 90 109 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade 0.00 % 0.00 % 0.00 %

 Length 0.00 mi 0.00 mi 0.00 mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Page 1

Dale Evans PkwySBOff-Ramp-PM.txt

Flow rate, vp 5344 365 442 pcph

_________________________Estimation of V12 Diverge Areas_______________________

 L = 0.00 (Equation 25-8 or 25-9)

 EQ

 P = 0.610 Using Equation 5

 FD

 v = v + (v - v ) P = 3400 pc/h

 12 R F R FD

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v = v 5344 7200 No

 Fi F

 v 3400 4400 No

 12

 v = v - v 4979 7200 No

 FO F R

 v 365 2000 No

 R

_________________Level of Service Determination (if not F)_____________________

Density, D = 4.252 + 0.0086 v - 0.009 L = 29.0 pc/mi/ln

 R 12 D

Level of service for ramp-freeway junction areas of influence D

_____________________________Speed Estimation__________________________________

Intermediate speed variable, D = 0.461

 S

Space mean speed in ramp influence area, S = 57 mph

 R

Space mean speed in outer lanes, S = 73.1 mph

 0

Space mean speed for all vehicles, S = 62.0 mph

_______________________________________________________________________________

Page 2

S-B-63
Dale Evans PkwySBOn-Ramp-PM.txt

 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Merge Analysis________________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 03/31/2010

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 SB

Junction: Dale Evans Pkwy (on-ramp)

Jurisdiction: Caltrans

Analysis Year: 2013 DEMU

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis 62.3

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 4372 vph

__________________________________On Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-flow speed on ramp 35.0 mph

Volume on ramp 394 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent Ramp 325 vph

Position of adjacent Ramp Upstream

Type of adjacent Ramp Off

Distance to adjacent Ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 4372 394 325 vph

Peak-hour factor, PHF 0.90 0.90 0.90

Peak 15-min volume, v15 1214 109 90 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade % % %

 Length mi mi mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Page 1

Dale Evans PkwySBOn-Ramp-PM.txt

Flow rate, vp 5344 442 365 pcph

_________________________Estimation of V12 Merge Areas_________________________

 L = (Equation 25-2 or 25-3)

 EQ

 P = 0.591 Using Equation 1

 FM

 v = v (P ) = 3161 pc/h

 12 F FM

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v 5786 7200 No

 FO

 v 3603 4600 No

 R12

_________________Level of Service Determination (if not F)_____________________

Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 30.2 pc/mi/ln

 R R 12 A

Level of service for ramp-freeway junction areas of influence D

_____________________________Speed Estimation__________________________________

Intermediate speed variable, M = 0.429

 S

Space mean speed in ramp influence area, S = 58.0 mph

 R

Space mean speed in outer lanes, S = 63.9 mph

 0

Space mean speed for all vehicles, S = 60.1 mph

_______________________________________________________________________________

Page 2

S-B-64
Ramp Analysis

2030 Base and Project Conditions

S-B-65
S-B-66
Ramp Analysis

2030 Base

NB

S-B-67
S-B-68
 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Diverge Analysis______________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 06/04/2009

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 NB

Junction: Dale Evans Pkwy(Off-ramp)

Jurisdiction: Caltrans

Analysis Year: 2030 No Build

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis Diverge

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 4336 vph

_________________________________Off Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-Flow speed on ramp 35.0 mph

Volume on ramp 689 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent ramp 466 vph

Position of adjacent ramp Downstream

Type of adjacent ramp On

Distance to adjacent ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 4336 689 466 vph

Peak-hour factor, PHF 0.95 0.95 0.95

Peak 15-min volume, v15 1141 181 123 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade 0.00 % 0.00 % 0.00 %

 Length 0.00 mi 0.00 mi 0.00 mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Flow rate, vp 5021 733 495 pcph

_________________________Estimation of V12 Diverge Areas_______________________

 L = 0.00 (Equation 25-8 or 25-9)

 EQ

 P = 0.601 Using Equation 5

 FD

 v = v + (v - v ) P = 3309 pc/h

 12 R F R FD

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v = v 5021 7200 No

 Fi F

 v 3309 4400 No

 12

 v = v - v 4288 7200 No

 FO F R

 v 733 2000 No

S-B-69
 R

_________________Level of Service Determination (if not F)_____________________

Density, D = 4.252 + 0.0086 v - 0.009 L = 28.2 pc/mi/ln

 R 12 D

Level of service for ramp-freeway junction areas of influence D

_____________________________Speed Estimation__________________________________

Intermediate speed variable, D = 0.494

 S

Space mean speed in ramp influence area, S = 56 mph

 R

Space mean speed in outer lanes, S = 74.0 mph

 0

Space mean speed for all vehicles, S = 61.2 mph

_______________________________________________________________________________

S-B-70
 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Merge Analysis________________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 06/04/2009

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 NB

Junction: Dale Evans Pkwy (on-ramp)

Jurisdiction: Caltrans

Analysis Year: 2030 No Build

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis 62.3

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 4336 vph

__________________________________On Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-flow speed on ramp 35.0 mph

Volume on ramp 466 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent Ramp 689 vph

Position of adjacent Ramp Upstream

Type of adjacent Ramp Off

Distance to adjacent Ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 4336 466 689 vph

Peak-hour factor, PHF 0.95 0.95 0.95

Peak 15-min volume, v15 1141 123 181 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade % % %

 Length mi mi mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Flow rate, vp 5021 495 733 pcph

_________________________Estimation of V12 Merge Areas_________________________

 L = (Equation 25-2 or 25-3)

 EQ

 P = 0.591 Using Equation 1

 FM

 v = v (P ) = 2970 pc/h

 12 F FM

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v 5516 7200 No

 FO

 v 3465 4600 No

 R12

_________________Level of Service Determination (if not F)_____________________

S-B-71
Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 29.1 pc/mi/ln

 R R 12 A

Level of service for ramp-freeway junction areas of influence D

_____________________________Speed Estimation__________________________________

Intermediate speed variable, M = 0.411

 S

Space mean speed in ramp influence area, S = 58.5 mph

 R

Space mean speed in outer lanes, S = 64.4 mph

 0

Space mean speed for all vehicles, S = 60.6 mph

_______________________________________________________________________________

S-B-72
Ramp Analysis

2030 + EMU

NB

S-B-73
S-B-74
 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Diverge Analysis______________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 06/04/2009

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 NB

Junction: Dale Evans Pkwy(Off-ramp)

Jurisdiction: Caltrans

Analysis Year: 2030 EMU

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis Diverge

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 5130 vph

_________________________________Off Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-Flow speed on ramp 35.0 mph

Volume on ramp 1483 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent ramp 503 vph

Position of adjacent ramp Downstream

Type of adjacent ramp On

Distance to adjacent ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 5130 1483 503 vph

Peak-hour factor, PHF 0.95 0.95 0.95

Peak 15-min volume, v15 1350 390 132 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade 0.00 % 0.00 % 0.00 %

 Length 0.00 mi 0.00 mi 0.00 mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Flow rate, vp 5940 1577 535 pcph

_________________________Estimation of V12 Diverge Areas_______________________

 L = 0.00 (Equation 25-8 or 25-9)

 EQ

 P = 0.539 Using Equation 5

 FD

 v = v + (v - v ) P = 3928 pc/h

 12 R F R FD

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v = v 5940 7200 No

 Fi F

 v 3928 4400 No

 12

 v = v - v 4363 7200 No

 FO F R

 v 1577 2000 No

S-B-75
 R

_________________Level of Service Determination (if not F)_____________________

Density, D = 4.252 + 0.0086 v - 0.009 L = 33.5 pc/mi/ln

 R 12 D

Level of service for ramp-freeway junction areas of influence D

_____________________________Speed Estimation__________________________________

Intermediate speed variable, D = 0.570

 S

Space mean speed in ramp influence area, S = 54 mph

 R

Space mean speed in outer lanes, S = 72.8 mph

 0

Space mean speed for all vehicles, S = 59.2 mph

_______________________________________________________________________________

S-B-76
 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Merge Analysis________________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 06/04/2009

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 NB

Junction: Dale Evans Pkwy (on-ramp)

Jurisdiction: Caltrans

Analysis Year: 2030 EMU

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis 61.8

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 5130 vph

__________________________________On Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-flow speed on ramp 35.0 mph

Volume on ramp 503 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent Ramp 1483 vph

Position of adjacent Ramp Upstream

Type of adjacent Ramp Off

Distance to adjacent Ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 5130 503 1483 vph

Peak-hour factor, PHF 0.95 0.95 0.95

Peak 15-min volume, v15 1350 132 390 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade % % %

 Length mi mi mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Flow rate, vp 5940 535 1577 pcph

_________________________Estimation of V12 Merge Areas_________________________

 L = (Equation 25-2 or 25-3)

 EQ

 P = 0.591 Using Equation 1

 FM

 v = v (P ) = 3514 pc/h

 12 F FM

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v 6475 7200 No

 FO

 v 4049 4600 No

 R12

_________________Level of Service Determination (if not F)_____________________

S-B-77
Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 33.7 pc/mi/ln

 R R 12 A

Level of service for ramp-freeway junction areas of influence D

_____________________________Speed Estimation__________________________________

Intermediate speed variable, M = 0.510

 S

Space mean speed in ramp influence area, S = 55.7 mph

 R

Space mean speed in outer lanes, S = 62.7 mph

 0

Space mean speed for all vehicles, S = 58.2 mph

_______________________________________________________________________________

S-B-78
Ramp Analysis

2030 + DEMU

NB

S-B-79
S-B-80
 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Diverge Analysis______________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 06/04/2009

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 NB

Junction: Dale Evans Pkwy(Off-ramp)

Jurisdiction: Caltrans

Analysis Year: 2030 DEMU

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis Diverge

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 4899 vph

_________________________________Off Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-Flow speed on ramp 35.0 mph

Volume on ramp 1252 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent ramp 492 vph

Position of adjacent ramp Downstream

Type of adjacent ramp On

Distance to adjacent ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 4899 1252 492 vph

Peak-hour factor, PHF 0.95 0.95 0.95

Peak 15-min volume, v15 1289 329 129 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade 0.00 % 0.00 % 0.00 %

 Length 0.00 mi 0.00 mi 0.00 mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Flow rate, vp 5673 1331 523 pcph

_________________________Estimation of V12 Diverge Areas_______________________

 L = 0.00 (Equation 25-8 or 25-9)

 EQ

 P = 0.557 Using Equation 5

 FD

 v = v + (v - v ) P = 3749 pc/h

 12 R F R FD

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v = v 5673 7200 No

 Fi F

 v 3749 4400 No

 12

 v = v - v 4342 7200 No

 FO F R

 v 1331 2000 No

S-B-81
 R

_________________Level of Service Determination (if not F)_____________________

Density, D = 4.252 + 0.0086 v - 0.009 L = 32.0 pc/mi/ln

 R 12 D

Level of service for ramp-freeway junction areas of influence D

_____________________________Speed Estimation__________________________________

Intermediate speed variable, D = 0.548

 S

Space mean speed in ramp influence area, S = 55 mph

 R

Space mean speed in outer lanes, S = 73.2 mph

 0

Space mean speed for all vehicles, S = 59.8 mph

_______________________________________________________________________________

S-B-82
 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Merge Analysis________________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 06/04/2009

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 NB

Junction: Dale Evans Pkwy (on-ramp)

Jurisdiction: Caltrans

Analysis Year: 2030 DEMU

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis 62.0

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 4899 vph

__________________________________On Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-flow speed on ramp 35.0 mph

Volume on ramp 492 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent Ramp 1252 vph

Position of adjacent Ramp Upstream

Type of adjacent Ramp Off

Distance to adjacent Ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 4899 492 1252 vph

Peak-hour factor, PHF 0.95 0.95 0.95

Peak 15-min volume, v15 1289 129 329 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade % % %

 Length mi mi mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Flow rate, vp 5673 523 1331 pcph

_________________________Estimation of V12 Merge Areas_________________________

 L = (Equation 25-2 or 25-3)

 EQ

 P = 0.591 Using Equation 1

 FM

 v = v (P ) = 3356 pc/h

 12 F FM

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v 6196 7200 No

 FO

 v 3879 4600 No

 R12

_________________Level of Service Determination (if not F)_____________________

S-B-83
Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 32.4 pc/mi/ln

 R R 12 A

Level of service for ramp-freeway junction areas of influence D

_____________________________Speed Estimation__________________________________

Intermediate speed variable, M = 0.475

 S

Space mean speed in ramp influence area, S = 56.7 mph

 R

Space mean speed in outer lanes, S = 63.4 mph

 0

Space mean speed for all vehicles, S = 59.0 mph

_______________________________________________________________________________

S-B-84
Ramp Analysis

2030 Base

SB

S-B-85
S-B-86
 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Diverge Analysis______________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 06/04/2009

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 SB

Junction: Dale Evans Pkwy SB(Off-ramp)

Jurisdiction: Caltrans

Analysis Year: 2030 No Build

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis Diverge

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 5963 vph

_________________________________Off Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-Flow speed on ramp 35.0 mph

Volume on ramp 698 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent ramp 950 vph

Position of adjacent ramp Downstream

Type of adjacent ramp On

Distance to adjacent ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 5963 698 950 vph

Peak-hour factor, PHF 0.95 0.95 0.95

Peak 15-min volume, v15 1569 184 250 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade 0.00 % 0.00 % 0.00 %

 Length 0.00 mi 0.00 mi 0.00 mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Flow rate, vp 6905 742 1010 pcph

_________________________Estimation of V12 Diverge Areas_______________________

 L = 0.00 (Equation 25-8 or 25-9)

 EQ

 P = 0.553 Using Equation 5

 FD

 v = v + (v - v ) P = 4152 pc/h

 12 R F R FD

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v = v 6905 7200 No

 Fi F

 v 4152 4400 No

 12

 v = v - v 6163 7200 No

 FO F R

 v 742 2000 No

S-B-87
 R

_________________Level of Service Determination (if not F)_____________________

Density, D = 4.252 + 0.0086 v - 0.009 L = 35.5 pc/mi/ln

 R 12 D

Level of service for ramp-freeway junction areas of influence E

_____________________________Speed Estimation__________________________________

Intermediate speed variable, D = 0.495

 S

Space mean speed in ramp influence area, S = 56 mph

 R

Space mean speed in outer lanes, S = 70.0 mph

 0

Space mean speed for all vehicles, S = 60.9 mph

_______________________________________________________________________________

S-B-88
 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Merge Analysis________________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 06/04/2009

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 SB

Junction: Dale Evans Pkwy (on-ramp)

Jurisdiction: Caltrans

Analysis Year: 2030 No Build

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis 60.5

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 5963 vph

__________________________________On Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-flow speed on ramp 35.0 mph

Volume on ramp 950 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent Ramp 698 vph

Position of adjacent Ramp Upstream

Type of adjacent Ramp Off

Distance to adjacent Ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 5963 950 698 vph

Peak-hour factor, PHF 0.95 0.95 0.95

Peak 15-min volume, v15 1569 250 184 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade % % %

 Length mi mi mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Flow rate, vp 6905 1010 742 pcph

_________________________Estimation of V12 Merge Areas_________________________

 L = (Equation 25-2 or 25-3)

 EQ

 P = 0.591 Using Equation 1

 FM

 v = v (P ) = 4084 pc/h

 12 F FM

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v 7915 7200 Yes

 FO

 v 5094 4600 Yes

 R12

_________________Level of Service Determination (if not F)_____________________

S-B-89
Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 41.6 pc/mi/ln

 R R 12 A

Level of service for ramp-freeway junction areas of influence F

_____________________________Speed Estimation__________________________________

Intermediate speed variable, M = 0.922

 S

Space mean speed in ramp influence area, S = 44.2 mph

 R

Space mean speed in outer lanes, S = 60.3 mph

 0

Space mean speed for all vehicles, S = 48.8 mph

_______________________________________________________________________________

S-B-90
Ramp Analysis

2030 + EMU

SB

S-B-91
S-B-92
 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Diverge Analysis______________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 06/04/2009

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 SB

Junction: Dale Evans Pkwy SB(Off-ramp)

Jurisdiction: Caltrans

Analysis Year: 2030 EMU

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis Diverge

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 6013 vph

_________________________________Off Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-Flow speed on ramp 35.0 mph

Volume on ramp 748 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent ramp 1541 vph

Position of adjacent ramp Downstream

Type of adjacent ramp On

Distance to adjacent ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 6013 748 1541 vph

Peak-hour factor, PHF 0.95 0.95 0.95

Peak 15-min volume, v15 1582 197 406 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade 0.00 % 0.00 % 0.00 %

 Length 0.00 mi 0.00 mi 0.00 mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Flow rate, vp 6962 795 1638 pcph

_________________________Estimation of V12 Diverge Areas_______________________

 L = 0.00 (Equation 25-8 or 25-9)

 EQ

 P = 0.549 Using Equation 5

 FD

 v = v + (v - v ) P = 4183 pc/h

 12 R F R FD

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v = v 6962 7200 No

 Fi F

 v 4183 4400 No

 12

 v = v - v 6167 7200 No

 FO F R

 v 795 2000 No

S-B-93
 R

_________________Level of Service Determination (if not F)_____________________

Density, D = 4.252 + 0.0086 v - 0.009 L = 35.7 pc/mi/ln

 R 12 D

Level of service for ramp-freeway junction areas of influence E

_____________________________Speed Estimation__________________________________

Intermediate speed variable, D = 0.500

 S

Space mean speed in ramp influence area, S = 56 mph

 R

Space mean speed in outer lanes, S = 69.9 mph

 0

Space mean speed for all vehicles, S = 60.8 mph

_______________________________________________________________________________

S-B-94
 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Merge Analysis________________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 06/04/2009

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 SB

Junction: Dale Evans Pkwy (on-ramp)

Jurisdiction: Caltrans

Analysis Year: 2030 EMU

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis 59.4

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 6013 vph

__________________________________On Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-flow speed on ramp 35.0 mph

Volume on ramp 1541 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent Ramp 748 vph

Position of adjacent Ramp Upstream

Type of adjacent Ramp Off

Distance to adjacent Ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 6013 1541 748 vph

Peak-hour factor, PHF 0.95 0.95 0.95

Peak 15-min volume, v15 1582 406 197 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade % % %

 Length mi mi mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Flow rate, vp 6962 1638 795 pcph

_________________________Estimation of V12 Merge Areas_________________________

 L = (Equation 25-2 or 25-3)

 EQ

 P = 0.591 Using Equation 1

 FM

 v = v (P ) = 4118 pc/h

 12 F FM

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v 8600 7200 Yes

 FO

 v 5756 4600 Yes

 R12

_________________Level of Service Determination (if not F)_____________________

S-B-95
Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 46.5 pc/mi/ln

 R R 12 A

Level of service for ramp-freeway junction areas of influence F

_____________________________Speed Estimation__________________________________

Intermediate speed variable, M = 1.519

 S

Space mean speed in ramp influence area, S = 27.5 mph

 R

Space mean speed in outer lanes, S = 60.2 mph

 0

Space mean speed for all vehicles, S = 33.5 mph

_______________________________________________________________________________

S-B-96
Ramp Analysis

2030 + DEMU

SB

S-B-97
S-B-98
 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Diverge Analysis______________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 06/04/2009

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 SB

Junction: Dale Evans Pkwy SB(Off-ramp)

Jurisdiction: Caltrans

Analysis Year: 2030 DEMU

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis Diverge

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 5998 vph

_________________________________Off Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-Flow speed on ramp 35.0 mph

Volume on ramp 733 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent ramp 1000 vph

Position of adjacent ramp Downstream

Type of adjacent ramp On

Distance to adjacent ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 5998 733 1000 vph

Peak-hour factor, PHF 0.95 0.95 0.95

Peak 15-min volume, v15 1578 193 263 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade 0.00 % 0.00 % 0.00 %

 Length 0.00 mi 0.00 mi 0.00 mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Flow rate, vp 6945 779 1063 pcph

_________________________Estimation of V12 Diverge Areas_______________________

 L = 0.00 (Equation 25-8 or 25-9)

 EQ

 P = 0.551 Using Equation 5

 FD

 v = v + (v - v ) P = 4174 pc/h

 12 R F R FD

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v = v 6945 7200 No

 Fi F

 v 4174 4400 No

 12

 v = v - v 6166 7200 No

 FO F R

 v 779 2000 No

S-B-99
 R

_________________Level of Service Determination (if not F)_____________________

Density, D = 4.252 + 0.0086 v - 0.009 L = 35.6 pc/mi/ln

 R 12 D

Level of service for ramp-freeway junction areas of influence E

_____________________________Speed Estimation__________________________________

Intermediate speed variable, D = 0.498

 S

Space mean speed in ramp influence area, S = 56 mph

 R

Space mean speed in outer lanes, S = 69.9 mph

 0

Space mean speed for all vehicles, S = 60.9 mph

_______________________________________________________________________________

S-B-100
 HCS2000: Ramps and Ramp Junctions Release 4.1

Phone: Fax:

E-mail:

_________________________________Merge Analysis________________________________

Analyst: HD

Agency/Co.: AECOM

Date performed: 06/04/2009

Analysis time period: PM Peak Hour

Freeway/dir or travel: I-15 SB

Junction: Dale Evans Pkwy (on-ramp)

Jurisdiction: Caltrans

Analysis Year: 2030 DEMU

Description: DesertXpress

__________________________________Freeway Data_________________________________

Type of analysis 60.4

Number of lanes in freeway 3

Free-flow speed on freeway 70.0 mph

Volume on freeway 5998 vph

__________________________________On Ramp Data_________________________________

Side of freeway Right

Number of lanes in ramp 1

Free-flow speed on ramp 35.0 mph

Volume on ramp 1000 vph

Length of first accel/decel lane 500 ft

Length of second accel/decel lane ft

_________________________Adjacent Ramp Data (if one exists)____________________

Does adjacent ramp exist? Yes

Volume on adjacent Ramp 733 vph

Position of adjacent Ramp Upstream

Type of adjacent Ramp Off

Distance to adjacent Ramp 1000 ft

____________________Conversion to pc/h Under Base Conditions___________________

Junction Components Freeway Ramp Adjacent

 Ramp

Volume, V (vph) 5998 1000 733 vph

Peak-hour factor, PHF 0.95 0.95 0.95

Peak 15-min volume, v15 1578 263 193 v

Trucks and buses 20 2 2 %

Recreational vehicles 0 0 0 %

Terrain type: Level Level Level

 Grade % % %

 Length mi mi mi

Trucks and buses PCE, ET 1.5 1.5 1.5

Recreational vehicle PCE, ER 1.2 1.2 1.2

Heavy vehicle adjustment, fHV 0.909 0.990 0.990

Driver population factor, fP 1.00 1.00 1.00

Flow rate, vp 6945 1063 779 pcph

_________________________Estimation of V12 Merge Areas_________________________

 L = (Equation 25-2 or 25-3)

 EQ

 P = 0.591 Using Equation 1

 FM

 v = v (P ) = 4108 pc/h

 12 F FM

_______________________________Capacity Checks_________________________________

 Actual Maximum LOS F?

 v 8008 7200 Yes

 FO

 v 5171 4600 Yes

 R12

_________________Level of Service Determination (if not F)_____________________

S-B-101
Density, D = 5.475 + 0.00734 v + 0.0078 v - 0.00627 L = 42.2 pc/mi/ln

 R R 12 A

Level of service for ramp-freeway junction areas of influence F

_____________________________Speed Estimation__________________________________

Intermediate speed variable, M = 0.973

 S

Space mean speed in ramp influence area, S = 42.8 mph

 R

Space mean speed in outer lanes, S = 60.2 mph

 0

Space mean speed for all vehicles, S = 47.7 mph

_______________________________________________________________________________

S-B-102
Victorville Option 3

Intersection Volumes

S-B-103
S-B-104
Existing NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR

#1 1 0 17 0 0 0 0 143 0 0 33 49

#2 0 0 0 143 0 3 0 0 4 32 2 0

2013 Base NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR

#1 39 0 95 0 0 0 44 222 0 0 101 73

#2 0 0 0 176 0 78 0 89 110 87 52 0

#3 0 0 0 0 0 0 0 195 0 0 126 0

#4 0 0 0 0 0 0 0 195 0 0 126 0

#5 98 138 76 92 185 4 3 27 69 80 17 29

#6 14 303 0 0 322 12 9 0 19 0 0 0

#7 46 289 0 0 299 41 28 0 57 0 0 0

#8 0 334 0 0 356 0 0 0 0 0 0 0

2030 Base NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR

#1 199 0 427 0 0 0 229 557 0 0 389 176

#2 0 0 0 318 0 396 0 468 558 321 267 0

#3 0 0 0 0 0 0 0 1026 0 0 662 0

#4 0 0 0 0 0 0 0 1026 0 0 662 0

#5 515 722 401 485 969 20 17 141 363 420 89 153

#6 71 1590 0 0 1688 65 48 0 99 0 0 0

#7 239 1515 0 0 1570 216 145 0 297 0 0 0

#8 0 1754 0 0 1867 0000000

Existing + DEMU NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR

#1 564 0 17 0 0 0 26 222 0 0 139 49

#2 0 0 0 143 0 38 0 105 423 32 670 0

#3 0 0 283 0 0 0 0 240 0 355 348 0

#4 0 0 56 0 0 0 0 185 0 81 267 0

#5 0 0 185 0 0 0 0 0 0 267 0 0

#6 0 146 0 56 211 0 0 0 0 0 0 39

#7 0 92 0 78 133 0 0 0 0 0 0 54

#8 0 0 0 133 0 0 0 0 0 0 0 92

Existing + DEMU NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR

#1 795 0 17 0 0 0 37 254 0 0 182 49

#2 0 0 0 143 0 53 0 148 595 32 945 0

#3 0 0 400 0 0 0 0 339 0 501 492 0

#4 0 0 79 0 0 0 0 261 0 115 378 0

#5 0 0 261 0 0 0 0 0 0 378 0 0

#6 0 206 0 80 298 0 0 0 0 0 0 55

#7 0 129 0 110 188 0 0 0 0 0 0 76

#8 0 0 0 188 0 0 0 0 0 0 0 129

2013 + DEMU NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR

#1 602 0 95 0 0 0 70 301 0 0 207 73

#2 0 0 0 176 0 113 0 194 529 87 720 0

#3 0 0 283 0 0 0 0 435 0 355 474 0

#4 0 0 56 0 0 0 0 380 0 81 393 0

#5 98 138 261 92 185 4 3 27 69 347 17 29

#6 14 449 0 56 533 12 9 0 19 0 0 39

#7 46 381 0 78 432 41 28 0 57 0 0 54

#8 0 334 0 133 356 0 0 0 0 0 0 92

2013 + EMU NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR

#1 833 0 95 0 0 0 81 333 0 0 250 73

#2 0 0 0 176 0 128 0 237 701 87 995 0

#3 0 0 400 0 0 0 0 534 0 501 618 0

#4 0 0 79 0 0 0 0 456 0 115 504 0

#5 98 138 337 92 185 4 3 27 69 458 17 29

#6 14 509 0 80 620 12 9 0 19 0 0 55

#7 46 418 0 110 487 41 28 0 57 0 0 76

#8 0 334 0 188 356 0 0 0 0 0 0 129

2030 + DEMU NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR

#1 762 0 427 0 0 0 255 636 0 0 495 176

#2 0 0 0 318 0 431 0 573 977 321 935 0

#3 0 0 283 0 0 0 0 1266 0 355 1010 0

#4 0 0 56 0 0 0 0 1211 0 81 929 0

#5 515 722 586 485 969 20 17 141 363 687 89 153

#6 71 1736 0 56 1899 65 48 0 99 0 0 39

#7 239 1607 0 78 1703 216 145 0 297 0 0 54

#8 0 1754 0 133 1867 0 0 0 0 0 0 92

2030 + EMU NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR

#1 993 0 427 0 0 0 266 668 0 0 538 176

#2 0 0 0 318 0 446 0 616 1149 321 1210 0

#3 0 0 400 0 0 0 0 1365 0 501 1154 0

#4 0 0 79 0 0 0 0 1287 0 115 1040 0

#5 515 722 662 485 969 20 17 141 363 798 89 153

#6 71 1796 0 80 1986 65 48 0 99 0 0 55

#7 239 1644 0 110 1758 216 145 0 297 0 0 76

#8 0 1754 0 188 1867 0 0 0 0 0 0 129

PROPOSED VICTORVILLE STATION ALTERNATIVE #3

S-B-105
S-B-106
Victorville Option 3

SYNCHRO Analysis Worksheet

S-B-107
S-B-108
Existing Conditions

(Base and Project Conditions)

S-B-109
S-B-110
Existing Conditions

Base

S-B-111
S-B-112
HCM Unsignalized Intersection Capacity Analysis

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

Existing Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 1

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 0 143 0 0 33 49 1 2 17 0 0 0

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 0 155 0 0 36 53 1 2 18 0 0 0

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 89 155 218 245 155 238 218 62

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 89 155 218 245 155 238 218 62

tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3

p0 queue free % 100 100 100 100 98 100 100 100

cM capacity (veh/h) 1506 1425 738 657 890 700 680 1002

Direction, Lane # EB 1 WB 1 NB 1

Volume Total 155 89 22

Volume Left 0 0 1

Volume Right 0 53 18

cSH 1506 1700 851

Volume to Capacity 0.00 0.05 0.03

Queue Length 95th (ft) 0 0 2

Control Delay (s) 0.0 0.0 9.3

Lane LOS A

Approach Delay (s) 0.0 0.0 9.3

Approach LOS A

Intersection Summary

Average Delay 0.8

Intersection Capacity Utilization 17.5% ICU Level of Service A

Analysis Period (min) 15

S-B-113
HCM Unsignalized Intersection Capacity Analysis

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

Existing Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 2

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 0 0 4 32 2 0 0 0 0 143 1 3

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 0 0 4 35 2 0 0 0 0 155 1 3

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 2 4 78 74 2 74 76 2

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 2 4 78 74 2 74 76 2

tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3

p0 queue free % 100 98 100 100 100 83 100 100

cM capacity (veh/h) 1620 1617 893 799 1082 901 797 1082

Direction, Lane # EB 1 WB 1 SB 1

Volume Total 4 37 160

Volume Left 0 35 155

Volume Right 4 0 3

cSH 1700 1617 904

Volume to Capacity 0.00 0.02 0.18

Queue Length 95th (ft) 0 2 16

Control Delay (s) 0.0 6.9 9.8

Lane LOS A A

Approach Delay (s) 0.0 6.9 9.8

Approach LOS A

Intersection Summary

Average Delay 9.1

Intersection Capacity Utilization 23.4% ICU Level of Service A

Analysis Period (min) 15

S-B-114
Existing Conditions

Base + EMU

S-B-115
S-B-116
HCM Unsignalized Intersection Capacity Analysis

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

Existing plus EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 1

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 37 254 0 0 182 49 795 2 17 0 0 0

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 40 276 0 0 198 53 864 2 18 0 0 0

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 251 276 581 608 276 601 581 224

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 251 276 581 608 276 601 581 224

tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3

p0 queue free % 97 100 0 99 98 100 100 100

cM capacity (veh/h) 1314 1287 415 398 763 391 412 815

Direction, Lane # EB 1 WB 1 NB 1

Volume Total 316 251 885

Volume Left 40 0 864

Volume Right 0 53 18

cSH 1314 1700 419

Volume to Capacity 0.03 0.15 2.11

Queue Length 95th (ft) 2 0 1586

Control Delay (s) 1.2 0.0 529.5

Lane LOS A F

Approach Delay (s) 1.2 0.0 529.5

Approach LOS F

Intersection Summary

Average Delay 322.9

Intersection Capacity Utilization 83.2% ICU Level of Service E

Analysis Period (min) 15

S-B-117
HCM Unsignalized Intersection Capacity Analysis

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

Existing plus EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 2

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 0 148 595 32 945 0 0 0 0 143 1 53

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 0 161 647 35 1027 0 0 0 0 155 1 58

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 1027 808 1639 1581 484 1581 1904 1027

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 1027 808 1639 1581 484 1581 1904 1027

tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3

p0 queue free % 100 96 100 100 100 0 98 80

cM capacity (veh/h) 676 818 61 104 583 85 66 285

Direction, Lane # EB 1 WB 1 SB 1

Volume Total 808 1062 214

Volume Left 0 35 155

Volume Right 647 0 58

cSH 1700 818 105

Volume to Capacity 0.48 0.04 2.04

Queue Length 95th (ft) 0 3 452

Control Delay (s) 0.0 1.3 567.8

Lane LOS A F

Approach Delay (s) 0.0 1.3 567.8

Approach LOS F

Intersection Summary

Average Delay 59.0

Intersection Capacity Utilization 93.5% ICU Level of Service F

Analysis Period (min) 15

S-B-118
HCM Unsignalized Intersection Capacity Analysis

3: Dale Evans Parkway & Station Access #1 5/26/2010

Existing plus EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 3

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (veh/h) 339 0 501 492 0 400

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 368 0 545 535 0 435

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 368 1992 368

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 368 1992 368

tC, single (s) 4.1 6.4 6.2

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 54 100 36

cM capacity (veh/h) 1190 36 677

Direction, Lane # EB 1 WB 1 WB 2 NB 1

Volume Total 368 545 535 435

Volume Left 0 545 0 0

Volume Right 0 0 0 435

cSH 1700 1190 1700 677

Volume to Capacity 0.22 0.46 0.31 0.64

Queue Length 95th (ft) 0 61 0 117

Control Delay (s) 0.0 10.6 0.0 19.4

Lane LOS B C

Approach Delay (s) 0.0 5.3 19.4

Approach LOS C

Intersection Summary

Average Delay 7.5

Intersection Capacity Utilization 80.4% ICU Level of Service D

Analysis Period (min) 15

S-B-119
HCM Unsignalized Intersection Capacity Analysis

4: Dale Evans Parkway & Station Access #2 5/26/2010

Existing plus EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 4

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (veh/h) 261 0 115 378 0 79

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 284 0 125 411 0 86

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 284 945 284

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 284 945 284

tC, single (s) 4.1 6.4 6.2

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 90 100 89

cM capacity (veh/h) 1279 262 755

Direction, Lane # EB 1 WB 1 WB 2 NB 1

Volume Total 284 125 411 86

Volume Left 0 125 0 0

Volume Right 0 0 0 86

cSH 1700 1279 1700 755

Volume to Capacity 0.17 0.10 0.24 0.11

Queue Length 95th (ft) 0 8 0 10

Control Delay (s) 0.0 8.1 0.0 10.4

Lane LOS A B

Approach Delay (s) 0.0 1.9 10.4

Approach LOS B

Intersection Summary

Average Delay 2.1

Intersection Capacity Utilization 35.0% ICU Level of Service A

Analysis Period (min) 15

S-B-120
HCM Unsignalized Intersection Capacity Analysis

5: Dale Evans Parkway & Future Road 5/26/2010

Existing plus EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 5

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (veh/h) 0 0 378 0 0 261

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 0 0 411 0 0 284

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 0 822 0

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 0 822 0

tC, single (s) 4.1 6.4 6.2

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 75 100 74

cM capacity (veh/h) 1623 257 1085

Direction, Lane # EB 1 WB 1 NB 1

Volume Total 0 411 284

Volume Left 0 411 0

Volume Right 0 0 284

cSH 1700 1623 1085

Volume to Capacity 0.00 0.25 0.26

Queue Length 95th (ft) 0 25 26

Control Delay (s) 0.0 8.0 9.5

Lane LOS A A

Approach Delay (s) 0.0 8.0 9.5

Approach LOS A

Intersection Summary

Average Delay 8.6

Intersection Capacity Utilization 43.8% ICU Level of Service A

Analysis Period (min) 15

S-B-121
HCM Unsignalized Intersection Capacity Analysis

6: Station Access #3 & Future Road 5/26/2010

Existing plus EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 6

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 0 55 206 0 80 298

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 0 60 224 0 87 324

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 722 224 224

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 722 224 224

tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 100 93 94

cM capacity (veh/h) 368 816 1345

Direction, Lane # WB 1 NB 1 SB 1 SB 2

Volume Total 60 224 87 324

Volume Left 0 0 87 0

Volume Right 60 0 0 0

cSH 816 1700 1345 1700

Volume to Capacity 0.07 0.13 0.06 0.19

Queue Length 95th (ft) 6 0 5 0

Control Delay (s) 9.8 0.0 7.9 0.0

Lane LOS A A

Approach Delay (s) 9.8 0.0 1.7

Approach LOS A

Intersection Summary

Average Delay 1.8

Intersection Capacity Utilization 28.7% ICU Level of Service A

Analysis Period (min) 15

S-B-122
HCM Unsignalized Intersection Capacity Analysis

7: Station Access #4 & Future Road 5/26/2010

Existing plus EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 7

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 0 76 129 0 110 188

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 0 83 140 0 120 204

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 584 140 140

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 584 140 140

tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 100 91 92

cM capacity (veh/h) 435 908 1443

Direction, Lane # WB 1 NB 1 SB 1

Volume Total 83 140 324

Volume Left 0 0 120

Volume Right 83 0 0

cSH 908 1700 1443

Volume to Capacity 0.09 0.08 0.08

Queue Length 95th (ft) 7 0 7

Control Delay (s) 9.4 0.0 3.3

Lane LOS A A

Approach Delay (s) 9.4 0.0 3.3

Approach LOS A

Intersection Summary

Average Delay 3.4

Intersection Capacity Utilization 37.5% ICU Level of Service A

Analysis Period (min) 15

S-B-123
HCM Unsignalized Intersection Capacity Analysis

8: Station Access #5 & Future Road 5/26/2010

Existing plus EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 8

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 0 129 0 0 188 0

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 0 140 0 0 204 0

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 409 0 0

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 409 0 0

tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 100 87 87

cM capacity (veh/h) 523 1085 1623

Direction, Lane # WB 1 NB 1 SB 1 SB 2

Volume Total 140 0 204 0

Volume Left 0 0 204 0

Volume Right 140 0 0 0

cSH 1085 1700 1623 1700

Volume to Capacity 0.13 0.00 0.13 0.00

Queue Length 95th (ft) 11 0 11 0

Control Delay (s) 8.8 0.0 7.5 0.0

Lane LOS A A

Approach Delay (s) 8.8 0.0 7.5

Approach LOS A

Intersection Summary

Average Delay 8.1

Intersection Capacity Utilization 25.1% ICU Level of Service A

Analysis Period (min) 15

S-B-124
Existing Conditions

Base + EMU Mitigations

S-B-125
S-B-126
Timings

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

Existing plus EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 1

Lane Group EBL EBT WBT NBT

Lane Configurations

Volume (vph) 37 254 182 2

Turn Type Perm

Protected Phases 4 8 2

Permitted Phases 4

Detector Phase 4 4 8 2

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 20.0 20.0

Total Split (s) 20.0 20.0 20.0 40.0

Total Split (%) 33.3% 33.3% 33.3% 66.7%

Yellow Time (s) 3.5 3.5 3.5 3.5

All-Red Time (s) 0.5 0.5 0.5 0.5

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Act Effct Green (s) 16.0 16.0 36.0

Actuated g/C Ratio 0.27 0.27 0.60

v/c Ratio 0.68 0.50 0.83

Control Delay 29.0 21.1 18.9

Queue Delay 0.0 0.0 0.0

Total Delay 29.0 21.1 18.9

LOS C C B

Approach Delay 29.0 21.1 18.9

Approach LOS C C B

Intersection Summary

Cycle Length: 60

Actuated Cycle Length: 60

Offset: 0 (0%), Referenced to phase 2:NBTL and 6:, Start of Green

Natural Cycle: 60

Control Type: Pretimed

Maximum v/c Ratio: 0.83

Intersection Signal Delay: 21.4 Intersection LOS: C

Intersection Capacity Utilization 83.2% ICU Level of Service E

Analysis Period (min) 15

Splits and Phases: 1: Dale Evans Parkway & I-15 NB Ramps

S-B-127
Phasings

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

Existing plus EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 2

Lane Group EBL EBT WBT NBT

Protected Phases 4 8 2

Permitted Phases 4

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 20.0 20.0

Total Split (s) 20.0 20.0 20.0 40.0

Total Split (%) 33.3% 33.3% 33.3% 66.7%

Maximum Green (s) 16.0 16.0 16.0 36.0

Yellow Time (s) 3.5 3.5 3.5 3.5

All-Red Time (s) 0.5 0.5 0.5 0.5

Lead/Lag

Lead-Lag Optimize?

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0

Recall Mode Max Max Max Max

Walk Time (s) 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0 11.0

Pedestrian Calls (#/hr) 0 0 0 0

90th %ile Green (s) 16.0 16.0 16.0 36.0

90th %ile Term Code MaxR MaxR MaxR Coord

70th %ile Green (s) 16.0 16.0 16.0 36.0

70th %ile Term Code MaxR MaxR MaxR Coord

50th %ile Green (s) 16.0 16.0 16.0 36.0

50th %ile Term Code MaxR MaxR MaxR Coord

30th %ile Green (s) 16.0 16.0 16.0 36.0

30th %ile Term Code MaxR MaxR MaxR Coord

10th %ile Green (s) 16.0 16.0 16.0 36.0

10th %ile Term Code MaxR MaxR MaxR Coord

Intersection Summary

Cycle Length: 60

Actuated Cycle Length: 60

Offset: 0 (0%), Referenced to phase 2:NBTL and 6:, Start of Green

Control Type: Pretimed

S-B-128
Queues

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

Existing plus EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 3

Lane Group EBT WBT NBT

Lane Group Flow (vph) 316 251 884

v/c Ratio 0.68 0.50 0.83

Control Delay 29.0 21.1 18.9

Queue Delay 0.0 0.0 0.0

Total Delay 29.0 21.1 18.9

Queue Length 50th (ft) 102 69 220

Queue Length 95th (ft) #200 131 #473

Internal Link Dist (ft) 820 380 310

Turn Bay Length (ft)

Base Capacity (vph) 463 499 1063

Starvation Cap Reductn 0 0 0

Spillback Cap Reductn 0 0 0

Storage Cap Reductn 0 0 0

Reduced v/c Ratio 0.68 0.50 0.83

Intersection Summary

# 95th percentile volume exceeds capacity, queue may be longer.

 Queue shown is maximum after two cycles.

S-B-129
HCM Signalized Intersection Capacity Analysis

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

Existing plus EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 4

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 37 254 0 0 182 49 795 2 17 0 0 0

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0

Lane Util. Factor 1.00 1.00 1.00

Frt 1.00 0.97 1.00

Flt Protected 0.99 1.00 0.95

Satd. Flow (prot) 1851 1810 1771

Flt Permitted 0.93 1.00 0.95

Satd. Flow (perm) 1738 1810 1771

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 40 276 0 0 198 53 864 2 18 0 0 0

RTOR Reduction (vph) 0 0 0 0 16 0 0 1 0 0 0 0

Lane Group Flow (vph) 0 316 0 0 235 0 0 883 0 0 0 0

Turn Type Perm Split

Protected Phases 4 8 2 2

Permitted Phases 4

Actuated Green, G (s) 16.0 16.0 36.0

Effective Green, g (s) 16.0 16.0 36.0

Actuated g/C Ratio 0.27 0.27 0.60

Clearance Time (s) 4.0 4.0 4.0

Lane Grp Cap (vph) 463 483 1063

v/s Ratio Prot 0.13 c0.50

v/s Ratio Perm c0.18

v/c Ratio 0.68 0.49 0.83

Uniform Delay, d1 19.7 18.5 9.6

Progression Factor 1.00 1.00 1.00

Incremental Delay, d2 7.9 3.5 7.5

Delay (s) 27.6 22.0 17.1

Level of Service C C B

Approach Delay (s) 27.6 22.0 17.1 0.0

Approach LOS C C B A

Intersection Summary

HCM Average Control Delay 20.3 HCM Level of Service C

HCM Volume to Capacity ratio 0.78

Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0

Intersection Capacity Utilization 83.2% ICU Level of Service E

Analysis Period (min) 15

c Critical Lane Group

S-B-130
Timings

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

Existing plus EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 5

Lane Group EBT WBL WBT SBT

Lane Configurations

Volume (vph) 148 32 945 1

Turn Type Perm

Protected Phases 4 8 6

Permitted Phases 8

Detector Phase 4 8 8 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 20.0 20.0

Total Split (s) 50.0 50.0 50.0 20.0

Total Split (%) 71.4% 71.4% 71.4% 28.6%

Yellow Time (s) 3.5 3.5 3.5 3.5

All-Red Time (s) 0.5 0.5 0.5 0.5

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Act Effct Green (s) 46.0 46.0 16.0

Actuated g/C Ratio 0.66 0.66 0.23

v/c Ratio 0.62 0.90 0.52

Control Delay 3.9 23.1 25.9

Queue Delay 0.0 0.0 0.0

Total Delay 3.9 23.1 25.9

LOS A C C

Approach Delay 3.9 23.1 25.9

Approach LOS A C C

Intersection Summary

Cycle Length: 70

Actuated Cycle Length: 70

Offset: 0 (0%), Referenced to phase 6:SBTL, Start of Green

Natural Cycle: 70

Control Type: Pretimed

Maximum v/c Ratio: 0.90

Intersection Signal Delay: 16.0 Intersection LOS: B

Intersection Capacity Utilization 93.5% ICU Level of Service F

Analysis Period (min) 15

Splits and Phases: 2: Dale Evans Parkway & I-15 SB Ramps

S-B-131
Phasings

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

Existing plus EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 6

Lane Group EBT WBL WBT SBT

Protected Phases 4 8 6

Permitted Phases 8

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 20.0 20.0

Total Split (s) 50.0 50.0 50.0 20.0

Total Split (%) 71.4% 71.4% 71.4% 28.6%

Maximum Green (s) 46.0 46.0 46.0 16.0

Yellow Time (s) 3.5 3.5 3.5 3.5

All-Red Time (s) 0.5 0.5 0.5 0.5

Lead/Lag

Lead-Lag Optimize?

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0

Recall Mode Max Max Max Max

Walk Time (s) 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0 11.0

Pedestrian Calls (#/hr) 0 0 0 0

90th %ile Green (s) 46.0 46.0 46.0 16.0

90th %ile Term Code MaxR MaxR MaxR Coord

70th %ile Green (s) 46.0 46.0 46.0 16.0

70th %ile Term Code MaxR MaxR MaxR Coord

50th %ile Green (s) 46.0 46.0 46.0 16.0

50th %ile Term Code MaxR MaxR MaxR Coord

30th %ile Green (s) 46.0 46.0 46.0 16.0

30th %ile Term Code MaxR MaxR MaxR Coord

10th %ile Green (s) 46.0 46.0 46.0 16.0

10th %ile Term Code MaxR MaxR MaxR Coord

Intersection Summary

Cycle Length: 70

Actuated Cycle Length: 70

Offset: 0 (0%), Referenced to phase 6:SBTL, Start of Green

Control Type: Pretimed

S-B-132
Queues

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

Existing plus EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 7

Lane Group EBT WBT SBT

Lane Group Flow (vph) 808 1062 214

v/c Ratio 0.62 0.90 0.52

Control Delay 3.9 23.1 25.9

Queue Delay 0.0 0.0 0.0

Total Delay 3.9 23.1 25.9

Queue Length 50th (ft) 29 326 71

Queue Length 95th (ft) 75 #653 134

Internal Link Dist (ft) 920 820 245

Turn Bay Length (ft)

Base Capacity (vph) 1299 1179 415

Starvation Cap Reductn 0 0 0

Spillback Cap Reductn 0 0 0

Storage Cap Reductn 0 0 0

Reduced v/c Ratio 0.62 0.90 0.52

Intersection Summary

# 95th percentile volume exceeds capacity, queue may be longer.

 Queue shown is maximum after two cycles.

S-B-133
HCM Signalized Intersection Capacity Analysis

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

Existing plus EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 8

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 0 148 595 32 945 0 0 0 0 143 1 53

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0

Lane Util. Factor 1.00 1.00 1.00

Frt 0.89 1.00 0.96

Flt Protected 1.00 1.00 0.97

Satd. Flow (prot) 1661 1860 1732

Flt Permitted 1.00 0.96 0.97

Satd. Flow (perm) 1661 1793 1732

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 0 161 647 35 1027 0 0 0 0 155 1 58

RTOR Reduction (vph) 0 207 0 0 0 0 0 0 0 0 19 0

Lane Group Flow (vph) 0 601 0 0 1062 0 0 0 0 0 195 0

Turn Type Perm Split

Protected Phases 4 8 6 6

Permitted Phases 8

Actuated Green, G (s) 46.0 46.0 16.0

Effective Green, g (s) 46.0 46.0 16.0

Actuated g/C Ratio 0.66 0.66 0.23

Clearance Time (s) 4.0 4.0 4.0

Lane Grp Cap (vph) 1092 1178 396

v/s Ratio Prot 0.36 c0.11

v/s Ratio Perm c0.59

v/c Ratio 0.55 0.90 0.49

Uniform Delay, d1 6.4 10.1 23.5

Progression Factor 1.00 1.00 1.00

Incremental Delay, d2 2.0 11.2 4.3

Delay (s) 8.4 21.3 27.8

Level of Service A C C

Approach Delay (s) 8.4 21.3 0.0 27.8

Approach LOS A C A C

Intersection Summary

HCM Average Control Delay 17.0 HCM Level of Service B

HCM Volume to Capacity ratio 0.80

Actuated Cycle Length (s) 70.0 Sum of lost time (s) 8.0

Intersection Capacity Utilization 93.5% ICU Level of Service F

Analysis Period (min) 15

c Critical Lane Group

S-B-134
Existing Conditions

Base + DEMU

S-B-135
S-B-136
HCM Unsignalized Intersection Capacity Analysis

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

Existing plus DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 1

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 26 222 0 0 139 49 564 2 17 0 0 0

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 28 241 0 0 151 53 613 2 18 0 0 0

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 204 241 476 502 241 495 476 178

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 204 241 476 502 241 495 476 178

tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3

p0 queue free % 98 100 0 100 98 100 100 100

cM capacity (veh/h) 1367 1325 492 462 798 464 478 865

Direction, Lane # EB 1 WB 1 NB 1

Volume Total 270 204 634

Volume Left 28 0 613

Volume Right 0 53 18

cSH 1367 1700 497

Volume to Capacity 0.02 0.12 1.27

Queue Length 95th (ft) 2 0 654

Control Delay (s) 1.0 0.0 163.4

Lane LOS A F

Approach Delay (s) 1.0 0.0 163.4

Approach LOS F

Intersection Summary

Average Delay 93.7

Intersection Capacity Utilization 65.8% ICU Level of Service C

Analysis Period (min) 15

S-B-137
HCM Unsignalized Intersection Capacity Analysis

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

Existing plus DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 2

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 0 105 423 32 670 0 0 0 0 143 1 38

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 0 114 460 35 728 0 0 0 0 155 1 41

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 728 574 1184 1142 344 1142 1372 728

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 728 574 1184 1142 344 1142 1372 728

tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3

p0 queue free % 100 97 100 100 100 10 99 90

cM capacity (veh/h) 875 999 145 193 699 173 141 423

Direction, Lane # EB 1 WB 1 SB 1

Volume Total 574 763 198

Volume Left 0 35 155

Volume Right 460 0 41

cSH 1700 999 197

Volume to Capacity 0.34 0.03 1.00

Queue Length 95th (ft) 0 3 217

Control Delay (s) 0.0 0.9 115.3

Lane LOS A F

Approach Delay (s) 0.0 0.9 115.3

Approach LOS F

Intersection Summary

Average Delay 15.3

Intersection Capacity Utilization 78.3% ICU Level of Service D

Analysis Period (min) 15

S-B-138
HCM Unsignalized Intersection Capacity Analysis

3: Dale Evans Parkway & Station Access #1 5/26/2010

Existing plus DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 3

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (veh/h) 240 0 355 348 0 283

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 261 0 386 378 0 308

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 261 1411 261

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 261 1411 261

tC, single (s) 4.1 6.4 6.2

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 70 100 60

cM capacity (veh/h) 1304 107 778

Direction, Lane # EB 1 WB 1 WB 2 NB 1

Volume Total 261 386 378 308

Volume Left 0 386 0 0

Volume Right 0 0 0 308

cSH 1700 1304 1700 778

Volume to Capacity 0.15 0.30 0.22 0.40

Queue Length 95th (ft) 0 31 0 48

Control Delay (s) 0.0 8.9 0.0 12.6

Lane LOS A B

Approach Delay (s) 0.0 4.5 12.6

Approach LOS B

Intersection Summary

Average Delay 5.5

Intersection Capacity Utilization 59.8% ICU Level of Service B

Analysis Period (min) 15

S-B-139
HCM Unsignalized Intersection Capacity Analysis

4: Dale Evans Parkway & Station Access #2 5/26/2010

Existing plus DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 4

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (veh/h) 185 0 81 267 0 56

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 201 0 88 290 0 61

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 201 667 201

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 201 667 201

tC, single (s) 4.1 6.4 6.2

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 94 100 93

cM capacity (veh/h) 1371 396 840

Direction, Lane # EB 1 WB 1 WB 2 NB 1

Volume Total 201 88 290 61

Volume Left 0 88 0 0

Volume Right 0 0 0 61

cSH 1700 1371 1700 840

Volume to Capacity 0.12 0.06 0.17 0.07

Queue Length 95th (ft) 0 5 0 6

Control Delay (s) 0.0 7.8 0.0 9.6

Lane LOS A A

Approach Delay (s) 0.0 1.8 9.6

Approach LOS A

Intersection Summary

Average Delay 2.0

Intersection Capacity Utilization 27.7% ICU Level of Service A

Analysis Period (min) 15

S-B-140
HCM Unsignalized Intersection Capacity Analysis

5: Dale Evans Parkway & Future Road 5/26/2010

Existing plus DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 5

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (veh/h) 0 0 267 0 0 185

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 0 0 290 0 0 201

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 0 580 0

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 0 580 0

tC, single (s) 4.1 6.4 6.2

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 82 100 81

cM capacity (veh/h) 1623 391 1085

Direction, Lane # EB 1 WB 1 NB 1

Volume Total 0 290 201

Volume Left 0 290 0

Volume Right 0 0 201

cSH 1700 1623 1085

Volume to Capacity 0.00 0.18 0.19

Queue Length 95th (ft) 0 16 17

Control Delay (s) 0.0 7.7 9.1

Lane LOS A A

Approach Delay (s) 0.0 7.7 9.1

Approach LOS A

Intersection Summary

Average Delay 8.3

Intersection Capacity Utilization 32.9% ICU Level of Service A

Analysis Period (min) 15

S-B-141
HCM Unsignalized Intersection Capacity Analysis

6: Station Access #3 & Future Road 5/26/2010

Existing plus DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 6

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 0 39 146 0 56 211

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 0 42 159 0 61 229

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 510 159 159

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 510 159 159

tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 100 95 96

cM capacity (veh/h) 501 887 1421

Direction, Lane # WB 1 NB 1 SB 1 SB 2

Volume Total 42 159 61 229

Volume Left 0 0 61 0

Volume Right 42 0 0 0

cSH 887 1700 1421 1700

Volume to Capacity 0.05 0.09 0.04 0.13

Queue Length 95th (ft) 4 0 3 0

Control Delay (s) 9.3 0.0 7.6 0.0

Lane LOS A A

Approach Delay (s) 9.3 0.0 1.6

Approach LOS A

Intersection Summary

Average Delay 1.7

Intersection Capacity Utilization 24.4% ICU Level of Service A

Analysis Period (min) 15

S-B-142
HCM Unsignalized Intersection Capacity Analysis

7: Station Access #4 & Future Road 5/26/2010

Existing plus DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 7

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 0 54 92 0 78 133

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 0 59 100 0 85 145

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 414 100 100

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 414 100 100

tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 100 94 94

cM capacity (veh/h) 561 956 1493

Direction, Lane # WB 1 NB 1 SB 1

Volume Total 59 100 229

Volume Left 0 0 85

Volume Right 59 0 0

cSH 956 1700 1493

Volume to Capacity 0.06 0.06 0.06

Queue Length 95th (ft) 5 0 5

Control Delay (s) 9.0 0.0 3.1

Lane LOS A A

Approach Delay (s) 9.0 0.0 3.1

Approach LOS A

Intersection Summary

Average Delay 3.2

Intersection Capacity Utilization 28.0% ICU Level of Service A

Analysis Period (min) 15

S-B-143
HCM Unsignalized Intersection Capacity Analysis

8: Station Access #5 & Future Road 5/26/2010

Existing plus DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 8

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 0 92 0 0 133 0

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 0 100 0 0 145 0

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 289 0 0

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 289 0 0

tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 100 91 91

cM capacity (veh/h) 639 1085 1623

Direction, Lane # WB 1 NB 1 SB 1 SB 2

Volume Total 100 0 145 0

Volume Left 0 0 145 0

Volume Right 100 0 0 0

cSH 1085 1700 1623 1700

Volume to Capacity 0.09 0.00 0.09 0.00

Queue Length 95th (ft) 8 0 7 0

Control Delay (s) 8.7 0.0 7.4 0.0

Lane LOS A A

Approach Delay (s) 8.7 0.0 7.4

Approach LOS A

Intersection Summary

Average Delay 7.9

Intersection Capacity Utilization 19.7% ICU Level of Service A

Analysis Period (min) 15

S-B-144
Existing Conditions

Base + DEMU Mitigations

S-B-145
S-B-146
Timings

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

Existing plus DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 1

Lane Group EBL EBT WBT NBT

Lane Configurations

Volume (vph) 26 222 139 2

Turn Type Perm

Protected Phases 4 8 2

Permitted Phases 4

Detector Phase 4 4 8 2

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 20.0 20.0

Total Split (s) 20.0 20.0 20.0 30.0

Total Split (%) 40.0% 40.0% 40.0% 60.0%

Yellow Time (s) 3.5 3.5 3.5 3.5

All-Red Time (s) 0.5 0.5 0.5 0.5

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Act Effct Green (s) 16.0 16.0 26.0

Actuated g/C Ratio 0.32 0.32 0.52

v/c Ratio 0.47 0.34 0.69

Control Delay 17.0 12.5 13.7

Queue Delay 0.0 0.0 0.0

Total Delay 17.0 12.5 13.7

LOS B B B

Approach Delay 17.0 12.5 13.7

Approach LOS B B B

Intersection Summary

Cycle Length: 50

Actuated Cycle Length: 50

Offset: 0 (0%), Referenced to phase 2:NBTL and 6:, Start of Green

Natural Cycle: 50

Control Type: Pretimed

Maximum v/c Ratio: 0.69

Intersection Signal Delay: 14.3 Intersection LOS: B

Intersection Capacity Utilization 65.8% ICU Level of Service C

Analysis Period (min) 15

Splits and Phases: 1: Dale Evans Parkway & I-15 NB Ramps

S-B-147
Phasings

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

Existing plus DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 2

Lane Group EBL EBT WBT NBT

Protected Phases 4 8 2

Permitted Phases 4

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 20.0 20.0

Total Split (s) 20.0 20.0 20.0 30.0

Total Split (%) 40.0% 40.0% 40.0% 60.0%

Maximum Green (s) 16.0 16.0 16.0 26.0

Yellow Time (s) 3.5 3.5 3.5 3.5

All-Red Time (s) 0.5 0.5 0.5 0.5

Lead/Lag

Lead-Lag Optimize?

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0

Recall Mode Max Max Max Max

Walk Time (s) 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0 11.0

Pedestrian Calls (#/hr) 0 0 0 0

90th %ile Green (s) 16.0 16.0 16.0 26.0

90th %ile Term Code MaxR MaxR MaxR Coord

70th %ile Green (s) 16.0 16.0 16.0 26.0

70th %ile Term Code MaxR MaxR MaxR Coord

50th %ile Green (s) 16.0 16.0 16.0 26.0

50th %ile Term Code MaxR MaxR MaxR Coord

30th %ile Green (s) 16.0 16.0 16.0 26.0

30th %ile Term Code MaxR MaxR MaxR Coord

10th %ile Green (s) 16.0 16.0 16.0 26.0

10th %ile Term Code MaxR MaxR MaxR Coord

Intersection Summary

Cycle Length: 50

Actuated Cycle Length: 50

Offset: 0 (0%), Referenced to phase 2:NBTL and 6:, Start of Green

Control Type: Pretimed

S-B-148
Queues

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

Existing plus DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 3

Lane Group EBT WBT NBT

Lane Group Flow (vph) 269 204 633

v/c Ratio 0.47 0.34 0.69

Control Delay 17.0 12.5 13.7

Queue Delay 0.0 0.0 0.0

Total Delay 17.0 12.5 13.7

Queue Length 50th (ft) 62 36 122

Queue Length 95th (ft) 117 78 221

Internal Link Dist (ft) 820 380 310

Turn Bay Length (ft)

Base Capacity (vph) 571 601 922

Starvation Cap Reductn 0 0 0

Spillback Cap Reductn 0 0 0

Storage Cap Reductn 0 0 0

Reduced v/c Ratio 0.47 0.34 0.69

Intersection Summary

S-B-149
HCM Signalized Intersection Capacity Analysis

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

Existing plus DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 4

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 26 222 0 0 139 49 564 2 17 0 0 0

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0

Lane Util. Factor 1.00 1.00 1.00

Frt 1.00 0.96 1.00

Flt Protected 0.99 1.00 0.95

Satd. Flow (prot) 1853 1797 1770

Flt Permitted 0.96 1.00 0.95

Satd. Flow (perm) 1783 1797 1770

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 28 241 0 0 151 53 613 2 18 0 0 0

RTOR Reduction (vph) 0 0 0 0 25 0 0 2 0 0 0 0

Lane Group Flow (vph) 0 269 0 0 179 0 0 631 0 0 0 0

Turn Type Perm Split

Protected Phases 4 8 2 2

Permitted Phases 4

Actuated Green, G (s) 16.0 16.0 26.0

Effective Green, g (s) 16.0 16.0 26.0

Actuated g/C Ratio 0.32 0.32 0.52

Clearance Time (s) 4.0 4.0 4.0

Lane Grp Cap (vph) 571 575 920

v/s Ratio Prot 0.10 c0.36

v/s Ratio Perm c0.15

v/c Ratio 0.47 0.31 0.69

Uniform Delay, d1 13.6 12.8 9.0

Progression Factor 1.00 1.00 1.00

Incremental Delay, d2 2.8 1.4 4.2

Delay (s) 16.4 14.2 13.1

Level of Service B B B

Approach Delay (s) 16.4 14.2 13.1 0.0

Approach LOS B B B A

Intersection Summary

HCM Average Control Delay 14.1 HCM Level of Service B

HCM Volume to Capacity ratio 0.60

Actuated Cycle Length (s) 50.0 Sum of lost time (s) 8.0

Intersection Capacity Utilization 65.8% ICU Level of Service C

Analysis Period (min) 15

c Critical Lane Group

S-B-150
Timings

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

Existing plus DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 5

Lane Group EBT WBL WBT SBT

Lane Configurations

Volume (vph) 105 32 670 1

Turn Type Perm

Protected Phases 4 8 6

Permitted Phases 8

Detector Phase 4 8 8 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 20.0 20.0

Total Split (s) 40.0 40.0 40.0 20.0

Total Split (%) 66.7% 66.7% 66.7% 33.3%

Yellow Time (s) 3.5 3.5 3.5 3.5

All-Red Time (s) 0.5 0.5 0.5 0.5

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode Max Max Max Max

Act Effct Green (s) 36.0 36.0 16.0

Actuated g/C Ratio 0.60 0.60 0.27

v/c Ratio 0.49 0.71 0.41

Control Delay 2.9 13.0 19.1

Queue Delay 0.0 0.0 0.0

Total Delay 2.9 13.0 19.1

LOS A B B

Approach Delay 2.9 13.0 19.1

Approach LOS A B B

Intersection Summary

Cycle Length: 60

Actuated Cycle Length: 60

Offset: 0 (0%), Referenced to phase 6:SBTL, Start of Green

Natural Cycle: 60

Control Type: Pretimed

Maximum v/c Ratio: 0.71

Intersection Signal Delay: 10.0 Intersection LOS: A

Intersection Capacity Utilization 78.3% ICU Level of Service D

Analysis Period (min) 15

Splits and Phases: 2: Dale Evans Parkway & I-15 SB Ramps

S-B-151
Phasings

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

Existing plus DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 6

Lane Group EBT WBL WBT SBT

Protected Phases 4 8 6

Permitted Phases 8

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 20.0 20.0

Total Split (s) 40.0 40.0 40.0 20.0

Total Split (%) 66.7% 66.7% 66.7% 33.3%

Maximum Green (s) 36.0 36.0 36.0 16.0

Yellow Time (s) 3.5 3.5 3.5 3.5

All-Red Time (s) 0.5 0.5 0.5 0.5

Lead/Lag

Lead-Lag Optimize?

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0

Recall Mode Max Max Max Max

Walk Time (s) 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0 11.0

Pedestrian Calls (#/hr) 0 0 0 0

90th %ile Green (s) 36.0 36.0 36.0 16.0

90th %ile Term Code MaxR MaxR MaxR Coord

70th %ile Green (s) 36.0 36.0 36.0 16.0

70th %ile Term Code MaxR MaxR MaxR Coord

50th %ile Green (s) 36.0 36.0 36.0 16.0

50th %ile Term Code MaxR MaxR MaxR Coord

30th %ile Green (s) 36.0 36.0 36.0 16.0

30th %ile Term Code MaxR MaxR MaxR Coord

10th %ile Green (s) 36.0 36.0 36.0 16.0

10th %ile Term Code MaxR MaxR MaxR Coord

Intersection Summary

Cycle Length: 60

Actuated Cycle Length: 60

Offset: 0 (0%), Referenced to phase 6:SBTL, Start of Green

Control Type: Pretimed

S-B-152
Queues

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

Existing plus DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 7

Lane Group EBT WBT SBT

Lane Group Flow (vph) 574 763 197

v/c Ratio 0.49 0.71 0.41

Control Delay 2.9 13.0 19.1

Queue Delay 0.0 0.0 0.0

Total Delay 2.9 13.0 19.1

Queue Length 50th (ft) 15 166 51

Queue Length 95th (ft) 52 285 103

Internal Link Dist (ft) 920 820 245

Turn Bay Length (ft)

Base Capacity (vph) 1181 1078 481

Starvation Cap Reductn 0 0 0

Spillback Cap Reductn 0 0 0

Storage Cap Reductn 0 0 0

Reduced v/c Ratio 0.49 0.71 0.41

Intersection Summary

S-B-153
HCM Signalized Intersection Capacity Analysis

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

Existing plus DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 8

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 0 105 423 32 670 0 0 0 0 143 1 38

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0

Lane Util. Factor 1.00 1.00 1.00

Frt 0.89 1.00 0.97

Flt Protected 1.00 1.00 0.96

Satd. Flow (prot) 1661 1858 1742

Flt Permitted 1.00 0.96 0.96

Satd. Flow (perm) 1661 1796 1742

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 0 114 460 35 728 0 0 0 0 155 1 41

RTOR Reduction (vph) 0 184 0 0 0 0 0 0 0 0 16 0

Lane Group Flow (vph) 0 390 0 0 763 0 0 0 0 0 181 0

Turn Type Perm Split

Protected Phases 4 8 6 6

Permitted Phases 8

Actuated Green, G (s) 36.0 36.0 16.0

Effective Green, g (s) 36.0 36.0 16.0

Actuated g/C Ratio 0.60 0.60 0.27

Clearance Time (s) 4.0 4.0 4.0

Lane Grp Cap (vph) 997 1078 465

v/s Ratio Prot 0.23 c0.10

v/s Ratio Perm c0.42

v/c Ratio 0.39 0.71 0.39

Uniform Delay, d1 6.3 8.3 18.0

Progression Factor 1.00 1.00 1.00

Incremental Delay, d2 1.2 3.9 2.4

Delay (s) 7.4 12.3 20.4

Level of Service A B C

Approach Delay (s) 7.4 12.3 0.0 20.4

Approach LOS A B A C

Intersection Summary

HCM Average Control Delay 11.5 HCM Level of Service B

HCM Volume to Capacity ratio 0.61

Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0

Intersection Capacity Utilization 78.3% ICU Level of Service D

Analysis Period (min) 15

c Critical Lane Group

S-B-154
2013 Conditions

(Base and Project Conditions)

S-B-155
S-B-156
2013 Conditions

Base

S-B-157
S-B-158
HCM Unsignalized Intersection Capacity Analysis

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2013 Base Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 1

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 44 222 0 0 101 73 39 2 95 0 0 0

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 48 241 0 0 110 79 42 2 103 0 0 0

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 189 241 486 526 241 591 486 149

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 189 241 486 526 241 591 486 149

tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3

p0 queue free % 97 100 91 100 87 100 100 100

cM capacity (veh/h) 1385 1325 478 441 798 354 465 897

Direction, Lane # EB 1 WB 1 NB 1

Volume Total 289 189 148

Volume Left 48 0 42

Volume Right 0 79 103

cSH 1385 1700 663

Volume to Capacity 0.03 0.11 0.22

Queue Length 95th (ft) 3 0 21

Control Delay (s) 1.5 0.0 12.0

Lane LOS A B

Approach Delay (s) 1.5 0.0 12.0

Approach LOS B

Intersection Summary

Average Delay 3.5

Intersection Capacity Utilization 42.0% ICU Level of Service A

Analysis Period (min) 15

S-B-159
HCM Unsignalized Intersection Capacity Analysis

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2013 Base Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 2

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 0 89 110 87 52 0 0 0 0 176 1 78

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 0 97 120 95 57 0 0 0 0 191 1 85

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 57 216 488 402 157 402 462 57

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 57 216 488 402 157 402 462 57

tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3

p0 queue free % 100 93 100 100 100 64 100 92

cM capacity (veh/h) 1548 1353 425 499 889 529 462 1010

Direction, Lane # EB 1 WB 1 SB 1

Volume Total 216 151 277

Volume Left 0 95 191

Volume Right 120 0 85

cSH 1700 1353 619

Volume to Capacity 0.13 0.07 0.45

Queue Length 95th (ft) 0 6 58

Control Delay (s) 0.0 5.1 15.5

Lane LOS A C

Approach Delay (s) 0.0 5.1 15.5

Approach LOS C

Intersection Summary

Average Delay 7.9

Intersection Capacity Utilization 43.5% ICU Level of Service A

Analysis Period (min) 15

S-B-160
HCM Unsignalized Intersection Capacity Analysis

5: Dale Evans Parkway & Future Road 5/26/2010

2013 Base Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 3

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 3 27 69 80 17 29 98 138 76 92 185 4

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 3 29 75 87 18 32 107 150 83 100 201 4

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 50 104 371 297 67 439 319 34

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 50 104 371 297 67 439 319 34

tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3

p0 queue free % 100 94 74 74 92 73 64 100

cM capacity (veh/h) 1557 1487 403 577 997 370 561 1039

Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2

Volume Total 108 87 50 107 233 100 205

Volume Left 3 87 0 107 0 100 0

Volume Right 75 0 32 0 83 0 4

cSH 1557 1487 1700 403 679 370 567

Volume to Capacity 0.00 0.06 0.03 0.26 0.34 0.27 0.36

Queue Length 95th (ft) 0 5 0 26 38 27 41

Control Delay (s) 0.2 7.6 0.0 17.1 13.0 18.3 14.9

Lane LOS A A C B C B

Approach Delay (s) 0.2 4.8 14.3 16.0

Approach LOS B C

Intersection Summary

Average Delay 11.7

Intersection Capacity Utilization 38.1% ICU Level of Service A

Analysis Period (min) 15

S-B-161
HCM Unsignalized Intersection Capacity Analysis

6: Future Road 2 & Future Road 5/26/2010

2013 Base Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 4

Movement EBL EBR NBL NBT SBT SBR

Lane Configurations

Volume (veh/h) 9 19 14 303 322 12

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 10 21 15 329 350 13

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 716 357 363

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 716 357 363

tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 98 97 99

cM capacity (veh/h) 392 688 1196

Direction, Lane # EB 1 NB 1 NB 2 SB 1

Volume Total 30 15 329 363

Volume Left 10 15 0 0

Volume Right 21 0 0 13

cSH 553 1196 1700 1700

Volume to Capacity 0.06 0.01 0.19 0.21

Queue Length 95th (ft) 4 1 0 0

Control Delay (s) 11.9 8.1 0.0 0.0

Lane LOS B A

Approach Delay (s) 11.9 0.4 0.0

Approach LOS B

Intersection Summary

Average Delay 0.7

Intersection Capacity Utilization 27.7% ICU Level of Service A

Analysis Period (min) 15

S-B-162
HCM Unsignalized Intersection Capacity Analysis

7: Future Road 3 & Future Road 5/26/2010

2013 Base Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 5

Movement EBL EBR NBL NBT SBT SBR

Lane Configurations

Volume (veh/h) 28 57 46 289 299 41

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 30 62 50 314 325 45

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 761 347 370

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 761 347 370

tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 91 91 96

cM capacity (veh/h) 357 696 1189

Direction, Lane # EB 1 NB 1 NB 2 SB 1

Volume Total 92 50 314 370

Volume Left 30 50 0 0

Volume Right 62 0 0 45

cSH 530 1189 1700 1700

Volume to Capacity 0.17 0.04 0.18 0.22

Queue Length 95th (ft) 16 3 0 0

Control Delay (s) 13.2 8.2 0.0 0.0

Lane LOS B A

Approach Delay (s) 13.2 1.1 0.0

Approach LOS B

Intersection Summary

Average Delay 2.0

Intersection Capacity Utilization 36.6% ICU Level of Service A

Analysis Period (min) 15

S-B-163
S-B-164
2013 Conditions

Base + EMU

S-B-165
S-B-166
HCM Unsignalized Intersection Capacity Analysis

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2013 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 1

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 81 333 0 0 250 73 833 2 95 0 0 0

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 88 362 0 0 272 79 905 2 103 0 0 0

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 351 362 849 889 362 954 849 311

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 351 362 849 889 362 954 849 311

tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3

p0 queue free % 93 100 0 99 85 100 100 100

cM capacity (veh/h) 1208 1197 265 262 683 190 276 729

Direction, Lane # EB 1 WB 1 NB 1

Volume Total 450 351 1011

Volume Left 88 0 905

Volume Right 0 79 103

cSH 1208 1700 283

Volume to Capacity 0.07 0.21 3.58

Queue Length 95th (ft) 6 0 Err

Control Delay (s) 2.2 0.0 Err

Lane LOS A F

Approach Delay (s) 2.2 0.0 Err

Approach LOS F

Intersection Summary

Average Delay 5578.9

Intersection Capacity Utilization 101.6% ICU Level of Service G

Analysis Period (min) 15

S-B-167
HCM Unsignalized Intersection Capacity Analysis

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2013 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 2

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 0 237 701 87 995 0 0 0 0 176 1 128

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 0 258 762 95 1082 0 0 0 0 191 1 139

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 1082 1020 2049 1909 639 1909 2290 1082

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 1082 1020 2049 1909 639 1909 2290 1082

tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3

p0 queue free % 100 86 100 100 100 0 97 47

cM capacity (veh/h) 645 681 17 59 476 46 34 265

Direction, Lane # EB 1 WB 1 SB 1

Volume Total 1020 1176 332

Volume Left 0 95 191

Volume Right 762 0 139

cSH 1700 681 71

Volume to Capacity 0.60 0.14 4.70

Queue Length 95th (ft) 0 12 Err

Control Delay (s) 0.0 4.8 Err

Lane LOS A F

Approach Delay (s) 0.0 4.8 Err

Approach LOS F

Intersection Summary

Average Delay 1313.9

Intersection Capacity Utilization 140.4% ICU Level of Service H

Analysis Period (min) 15

S-B-168
HCM Unsignalized Intersection Capacity Analysis

3: Dale Evans Parkway & Station Access #1 5/26/2010

2013 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 3

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (veh/h) 534 2 501 618 2 400

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 580 2 545 672 2 435

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 583 2342 582

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 583 2342 582

tC, single (s) 4.1 6.4 6.2

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 45 88 15

cM capacity (veh/h) 992 18 513

Direction, Lane # EB 1 WB 1 WB 2 NB 1

Volume Total 583 545 672 437

Volume Left 0 545 0 2

Volume Right 2 0 0 435

cSH 1700 992 1700 451

Volume to Capacity 0.34 0.55 0.40 0.97

Queue Length 95th (ft) 0 86 0 298

Control Delay (s) 0.0 13.0 0.0 65.1

Lane LOS B F

Approach Delay (s) 0.0 5.8 65.1

Approach LOS F

Intersection Summary

Average Delay 15.9

Intersection Capacity Utilization 90.9% ICU Level of Service E

Analysis Period (min) 15

S-B-169
HCM Unsignalized Intersection Capacity Analysis

4: Dale Evans Parkway & Station Access #2 5/26/2010

2013 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 4

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (veh/h) 456 2 115 504 2 79

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 496 2 125 548 2 86

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 498 1295 497

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 498 1295 497

tC, single (s) 4.1 6.4 6.2

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 88 99 85

cM capacity (veh/h) 1066 158 573

Direction, Lane # EB 1 WB 1 WB 2 NB 1

Volume Total 498 125 548 88

Volume Left 0 125 0 2

Volume Right 2 0 0 86

cSH 1700 1066 1700 538

Volume to Capacity 0.29 0.12 0.32 0.16

Queue Length 95th (ft) 0 10 0 15

Control Delay (s) 0.0 8.8 0.0 13.0

Lane LOS A B

Approach Delay (s) 0.0 1.6 13.0

Approach LOS B

Intersection Summary

Average Delay 1.8

Intersection Capacity Utilization 45.5% ICU Level of Service A

Analysis Period (min) 15

S-B-170
HCM Unsignalized Intersection Capacity Analysis

5: Dale Evans Parkway & Future Road 5/26/2010

2013 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 5

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 3 27 69 458 17 29 98 138 337 92 185 4

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 3 29 75 498 18 32 107 150 366 100 201 4

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 50 104 1192 1119 67 1545 1141 34

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 50 104 1192 1119 67 1545 1141 34

tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3

p0 queue free % 100 67 0 0 63 0 0 100

cM capacity (veh/h) 1557 1487 0 137 997 0 133 1039

Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2

Volume Total 108 498 50 107 516 100 205

Volume Left 3 498 0 107 0 100 0

Volume Right 75 0 32 0 366 0 4

cSH 1557 1487 1700 0 354 0 136

Volume to Capacity 0.00 0.33 0.03 Err 1.46 Err 1.51

Queue Length 95th (ft) 0 37 0 Err 685 Err 354

Control Delay (s) 0.2 8.6 0.0 Err 250.7 Err 324.3

Lane LOS A A F F F F

Approach Delay (s) 0.2 7.8 Err Err

Approach LOS F F

Intersection Summary

Average Delay Err

Intersection Capacity Utilization 75.1% ICU Level of Service D

Analysis Period (min) 15

S-B-171
HCM Unsignalized Intersection Capacity Analysis

6: Station Access #3 & Future Road 5/26/2010

2013 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 6

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 9 2 19 2 2 55 14 509 2 80 620 12

Sign Control Stop Stop Free Free

Grade 0% 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 10 2 21 2 2 60 15 553 2 87 674 13

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 1499 1440 680 1454 1446 554 687 555

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 1499 1440 680 1454 1446 554 687 555

tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 88 98 95 98 98 89 98 91

cM capacity (veh/h) 81 119 451 94 118 532 907 1015

Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2

Volume Total 33 64 15 555 87 687

Volume Left 10 2 15 0 87 0

Volume Right 21 60 0 2 0 13

cSH 177 417 907 1700 1015 1700

Volume to Capacity 0.18 0.15 0.02 0.33 0.09 0.40

Queue Length 95th (ft) 16 13 1 0 7 0

Control Delay (s) 29.9 15.2 9.0 0.0 8.9 0.0

Lane LOS D C A A

Approach Delay (s) 29.9 15.2 0.2 1.0

Approach LOS D C

Intersection Summary

Average Delay 2.0

Intersection Capacity Utilization 52.8% ICU Level of Service A

Analysis Period (min) 15

S-B-172
HCM Unsignalized Intersection Capacity Analysis

7: Station Access #4 & Future Road 5/26/2010

2013 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 7

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 28 2 57 2 2 76 46 418 2 110 487 41

Sign Control Stop Stop Free Free

Grade 0% 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 30 2 62 2 2 83 50 454 2 120 529 45

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 1429 1347 552 1387 1368 455 574 457

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 1429 1347 552 1387 1368 455 574 457

tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 64 98 88 98 98 86 95 89

cM capacity (veh/h) 85 128 534 93 124 605 999 1104

Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2

Volume Total 95 87 50 457 120 574

Volume Left 30 2 50 0 120 0

Volume Right 62 83 0 2 0 45

cSH 192 490 999 1700 1104 1700

Volume to Capacity 0.49 0.18 0.05 0.27 0.11 0.34

Queue Length 95th (ft) 61 16 4 0 9 0

Control Delay (s) 40.7 13.9 8.8 0.0 8.7 0.0

Lane LOS E B A A

Approach Delay (s) 40.7 13.9 0.9 1.5

Approach LOS E B

Intersection Summary

Average Delay 4.7

Intersection Capacity Utilization 53.3% ICU Level of Service A

Analysis Period (min) 15

S-B-173
HCM Unsignalized Intersection Capacity Analysis

8: Station Access #5 & Future Road 5/26/2010

2013 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 8

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 2 129 334 2 188 356

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 2 140 363 2 204 387

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 1160 364 365

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 1160 364 365

tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 99 79 83

cM capacity (veh/h) 179 681 1193

Direction, Lane # WB 1 NB 1 SB 1 SB 2

Volume Total 142 365 204 387

Volume Left 2 0 204 0

Volume Right 140 2 0 0

cSH 653 1700 1193 1700

Volume to Capacity 0.22 0.21 0.17 0.23

Queue Length 95th (ft) 21 0 15 0

Control Delay (s) 12.0 0.0 8.6 0.0

Lane LOS B A

Approach Delay (s) 12.0 0.0 3.0

Approach LOS B

Intersection Summary

Average Delay 3.2

Intersection Capacity Utilization 46.2% ICU Level of Service A

Analysis Period (min) 15

S-B-174
2013 Conditions

Base + EMU Mitigations

S-B-175
S-B-176
Timings

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2013 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 1

Lane Group EBL EBT WBT NBL NBT

Lane Configurations

Volume (vph) 81 333 250 833 2

Turn Type Perm Split

Protected Phases 4 8 2 2

Permitted Phases 4

Detector Phase 4 4 8 2 2

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 21.0 21.0 21.0

Total Split (s) 50.0 50.0 50.0 40.0 40.0

Total Split (%) 55.6% 55.6% 55.6% 44.4% 44.4%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode C-Max C-Max C-Max Min Min

Act Effct Green (s) 49.9 49.9 30.1 30.1

Actuated g/C Ratio 0.55 0.55 0.33 0.33

v/c Ratio 0.51 0.35 0.79 0.17

Control Delay 11.8 12.3 32.2 4.8

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 11.8 12.3 32.2 4.8

LOS B B C A

Approach Delay 11.8 12.3 29.3

Approach LOS B B C

Intersection Summary

Cycle Length: 90

Actuated Cycle Length: 90

Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBT, Start of Green

Natural Cycle: 45

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.79

Intersection Signal Delay: 21.7 Intersection LOS: C

Intersection Capacity Utilization 75.9% ICU Level of Service D

Analysis Period (min) 15

Splits and Phases: 1: Dale Evans Parkway & I-15 NB Ramps

S-B-177
Phasings

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2013 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 2

Lane Group EBL EBT WBT NBL NBT

Protected Phases 4 8 2 2

Permitted Phases 4

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 21.0 21.0 21.0

Total Split (s) 50.0 50.0 50.0 40.0 40.0

Total Split (%) 55.6% 55.6% 55.6% 44.4% 44.4%

Maximum Green (s) 45.0 45.0 45.0 35.0 35.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0

Lead/Lag

Lead-Lag Optimize?

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0

Recall Mode C-Max C-Max C-Max Min Min

Walk Time (s) 5.0 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0

Pedestrian Calls (#/hr) 5 5 5 5 5

90th %ile Green (s) 45.0 45.0 45.0 35.0 35.0

90th %ile Term Code Coord Coord Coord Max Max

70th %ile Green (s) 46.6 46.6 46.6 33.4 33.4

70th %ile Term Code Coord Coord Coord Gap Gap

50th %ile Green (s) 49.5 49.5 49.5 30.5 30.5

50th %ile Term Code Coord Coord Coord Gap Gap

30th %ile Green (s) 51.9 51.9 51.9 28.1 28.1

30th %ile Term Code Coord Coord Coord Gap Gap

10th %ile Green (s) 56.3 56.3 56.3 23.7 23.7

10th %ile Term Code Coord Coord Coord Gap Gap

Intersection Summary

Cycle Length: 90

Actuated Cycle Length: 90

Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBT, Start of Green

Control Type: Actuated-Coordinated

S-B-178
Queues

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2013 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 3

Lane Group EBT WBT NBL NBT

Lane Group Flow (vph) 450 351 905 105

v/c Ratio 0.51 0.35 0.79 0.17

Control Delay 11.8 12.3 32.2 4.8

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 11.8 12.3 32.2 4.8

Queue Length 50th (ft) 125 97 235 1

Queue Length 95th (ft) 190 173 282 32

Internal Link Dist (ft) 820 380 2691

Turn Bay Length (ft)

Base Capacity (vph) 890 1011 1335 681

Starvation Cap Reductn 0 0 0 0

Spillback Cap Reductn 0 0 0 0

Storage Cap Reductn 0 0 0 0

Reduced v/c Ratio 0.51 0.35 0.68 0.15

Intersection Summary

S-B-179
HCM Signalized Intersection Capacity Analysis

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2013 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 4

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 81 333 0 0 250 73 833 2 95 0 0 0

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0

Lane Util. Factor 1.00 1.00 0.97 1.00

Frt 1.00 0.97 1.00 0.85

Flt Protected 0.99 1.00 0.95 1.00

Satd. Flow (prot) 1845 1806 3433 1589

Flt Permitted 0.86 1.00 0.95 1.00

Satd. Flow (perm) 1606 1806 3433 1589

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 88 362 0 0 272 79 905 2 103 0 0 0

RTOR Reduction (vph) 0 0 0 0 10 0 0 69 0 0 0 0

Lane Group Flow (vph) 0 450 0 0 341 0 905 36 0 0 0 0

Turn Type Perm Split

Protected Phases 4 8 2 2

Permitted Phases 4

Actuated Green, G (s) 49.9 49.9 30.1 30.1

Effective Green, g (s) 49.9 49.9 30.1 30.1

Actuated g/C Ratio 0.55 0.55 0.33 0.33

Clearance Time (s) 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 890 1001 1148 531

v/s Ratio Prot 0.19 c0.26 0.02

v/s Ratio Perm c0.28

v/c Ratio 0.51 0.34 0.79 0.07

Uniform Delay, d1 12.4 11.0 27.1 20.4

Progression Factor 0.71 1.00 1.00 1.00

Incremental Delay, d2 1.9 0.9 3.7 0.1

Delay (s) 10.7 11.9 30.7 20.5

Level of Service B B C C

Approach Delay (s) 10.7 11.9 29.7 0.0

Approach LOS B B C A

Intersection Summary

HCM Average Control Delay 21.5 HCM Level of Service C

HCM Volume to Capacity ratio 0.61

Actuated Cycle Length (s) 90.0 Sum of lost time (s) 10.0

Intersection Capacity Utilization 75.9% ICU Level of Service D

Analysis Period (min) 15

c Critical Lane Group

S-B-180
Timings

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2013 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 5

Lane Group EBT EBR WBL WBT SBT

Lane Configurations

Volume (vph) 237 701 87 995 1

Turn Type Perm Prot

Protected Phases 4 3 8 6

Permitted Phases 4

Detector Phase 4 4 3 8 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 9.0 21.0 21.0

Total Split (s) 46.0 46.0 14.0 60.0 30.0

Total Split (%) 51.1% 51.1% 15.6% 66.7% 33.3%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0

Lead/Lag Lag Lag Lead

Lead-Lag Optimize? Yes Yes Yes

Recall Mode C-Max C-Max None C-Max Min

Act Effct Green (s) 48.4 48.4 8.8 59.9 20.1

Actuated g/C Ratio 0.54 0.54 0.10 0.67 0.22

v/c Ratio 0.26 0.63 0.55 0.46 0.80

Control Delay 13.5 10.0 51.4 3.9 43.7

Queue Delay 0.0 0.0 0.0 0.0 0.0

Total Delay 13.5 10.0 51.4 3.9 43.7

LOS B B D A D

Approach Delay 10.9 7.7 43.7

Approach LOS B A D

Intersection Summary

Cycle Length: 90

Actuated Cycle Length: 90

Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green

Natural Cycle: 60

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.80

Intersection Signal Delay: 13.7 Intersection LOS: B

Intersection Capacity Utilization 78.4% ICU Level of Service D

Analysis Period (min) 15

Splits and Phases: 2: Dale Evans Parkway & I-15 SB Ramps

S-B-181
Phasings

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2013 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 6

Lane Group EBT EBR WBL WBT SBT

Protected Phases 4 3 8 6

Permitted Phases 4

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 9.0 21.0 21.0

Total Split (s) 46.0 46.0 14.0 60.0 30.0

Total Split (%) 51.1% 51.1% 15.6% 66.7% 33.3%

Maximum Green (s) 41.0 41.0 9.0 55.0 25.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lag Lag Lead

Lead-Lag Optimize? Yes Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0

Recall Mode C-Max C-Max None C-Max Min

Walk Time (s) 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0 11.0

Pedestrian Calls (#/hr) 5 5 5 5

90th %ile Green (s) 41.0 41.0 9.0 55.0 25.0

90th %ile Term Code Coord Coord Max Coord Max

70th %ile Green (s) 41.0 41.0 10.1 56.1 23.9

70th %ile Term Code Coord Coord Max Coord Gap

50th %ile Green (s) 44.1 44.1 10.1 59.2 20.8

50th %ile Term Code Coord Coord Gap Coord Gap

30th %ile Green (s) 48.7 48.7 8.6 62.3 17.7

30th %ile Term Code Coord Coord Gap Coord Gap

10th %ile Green (s) 67.0 67.0 0.0 67.0 13.0

10th %ile Term Code Coord Coord Skip Coord Gap

Intersection Summary

Cycle Length: 90

Actuated Cycle Length: 90

Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green

Control Type: Actuated-Coordinated

S-B-182
Queues

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2013 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 7

Lane Group EBT EBR WBL WBT SBT

Lane Group Flow (vph) 258 762 95 1082 331

v/c Ratio 0.26 0.63 0.55 0.46 0.80

Control Delay 13.5 10.0 51.4 3.9 43.7

Queue Delay 0.0 0.0 0.0 0.0 0.0

Total Delay 13.5 10.0 51.4 3.9 43.7

Queue Length 50th (ft) 130 222 37 22 157

Queue Length 95th (ft) m118 329 m72 135 239

Internal Link Dist (ft) 920 820 1037

Turn Bay Length (ft) 100 100

Base Capacity (vph) 1001 1203 186 2356 503

Starvation Cap Reductn 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0

Reduced v/c Ratio 0.26 0.63 0.51 0.46 0.66

Intersection Summary

m Volume for 95th percentile queue is metered by upstream signal.

S-B-183
HCM Signalized Intersection Capacity Analysis

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2013 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 8

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 0 237 701 87 995 0 0 0 0 176 1 128

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0 5.0

Lane Util. Factor 1.00 1.00 1.00 0.95 1.00

Frt 1.00 0.85 1.00 1.00 0.94

Flt Protected 1.00 1.00 0.95 1.00 0.97

Satd. Flow (prot) 1863 1583 1770 3539 1708

Flt Permitted 1.00 1.00 0.95 1.00 0.97

Satd. Flow (perm) 1863 1583 1770 3539 1708

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 0 258 762 95 1082 0 0 0 0 191 1 139

RTOR Reduction (vph) 0 0 362 0 0 0 0 0 0 0 31 0

Lane Group Flow (vph) 0 258 400 95 1082 0 0 0 0 0 300 0

Turn Type Perm Prot Split

Protected Phases 4 3 8 6 6

Permitted Phases 4

Actuated Green, G (s) 47.3 47.3 7.6 59.9 20.1

Effective Green, g (s) 47.3 47.3 7.6 59.9 20.1

Actuated g/C Ratio 0.53 0.53 0.08 0.67 0.22

Clearance Time (s) 5.0 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 979 832 149 2355 381

v/s Ratio Prot 0.14 c0.05 c0.31 c0.18

v/s Ratio Perm 0.25

v/c Ratio 0.26 0.48 0.64 0.46 0.79

Uniform Delay, d1 11.8 13.6 39.9 7.3 32.9

Progression Factor 0.95 5.66 1.07 0.42 1.00

Incremental Delay, d2 0.5 1.4 7.0 0.5 10.3

Delay (s) 11.7 78.2 49.8 3.6 43.2

Level of Service B E D A D

Approach Delay (s) 61.4 7.3 0.0 43.2

Approach LOS E A A D

Intersection Summary

HCM Average Control Delay 33.8 HCM Level of Service C

HCM Volume to Capacity ratio 0.54

Actuated Cycle Length (s) 90.0 Sum of lost time (s) 10.0

Intersection Capacity Utilization 78.4% ICU Level of Service D

Analysis Period (min) 15

c Critical Lane Group

S-B-184
Timings

3: Dale Evans Parkway & Station Access #1 5/26/2010

2013 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 9

Lane Group EBT WBL WBT NBL

Lane Configurations

Volume (vph) 534 501 618 2

Turn Type Prot

Protected Phases 4 3 8 2

Permitted Phases

Detector Phase 4 3 8 2

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 9.0 21.0 21.0

Total Split (s) 42.0 24.0 66.0 24.0

Total Split (%) 46.7% 26.7% 73.3% 26.7%

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Recall Mode None None None C-Min

Act Effct Green (s) 32.5 18.5 56.0 24.0

Actuated g/C Ratio 0.36 0.21 0.62 0.27

v/c Ratio 0.87 0.77 0.58 0.58

Control Delay 48.2 25.6 13.5 6.9

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 48.2 25.6 13.5 6.9

LOS D C B A

Approach Delay 48.2 18.9 6.9

Approach LOS D B A

Intersection Summary

Cycle Length: 90

Actuated Cycle Length: 90

Offset: 0 (0%), Referenced to phase 2:NBL and 6:, Start of Green

Natural Cycle: 65

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.87

Intersection Signal Delay: 24.2 Intersection LOS: C

Intersection Capacity Utilization 79.9% ICU Level of Service D

Analysis Period (min) 15

Splits and Phases: 3: Dale Evans Parkway & Station Access #1

S-B-185
Phasings

3: Dale Evans Parkway & Station Access #1 5/26/2010

2013 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 10

Lane Group EBT WBL WBT NBL

Protected Phases 4 3 8 2

Permitted Phases

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 9.0 21.0 21.0

Total Split (s) 42.0 24.0 66.0 24.0

Total Split (%) 46.7% 26.7% 73.3% 26.7%

Maximum Green (s) 37.0 19.0 61.0 19.0

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0

Recall Mode None None None C-Min

Walk Time (s) 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0

Pedestrian Calls (#/hr) 5 5 5

90th %ile Green (s) 37.0 19.1 61.1 18.9

90th %ile Term Code Max Max Hold Coord

70th %ile Green (s) 37.1 22.0 64.1 15.9

70th %ile Term Code Gap Gap Hold Coord

50th %ile Green (s) 33.6 19.3 57.9 22.1

50th %ile Term Code Gap Gap Hold Coord

30th %ile Green (s) 30.1 17.4 52.5 27.5

30th %ile Term Code Gap Gap Hold Coord

10th %ile Green (s) 24.6 14.6 44.2 35.8

10th %ile Term Code Gap Gap Hold Coord

Intersection Summary

Cycle Length: 90

Actuated Cycle Length: 90

Offset: 0 (0%), Referenced to phase 2:NBL and 6:, Start of Green

Control Type: Actuated-Coordinated

S-B-186
Queues

3: Dale Evans Parkway & Station Access #1 5/26/2010

2013 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 11

Lane Group EBT WBL WBT NBL

Lane Group Flow (vph) 582 545 672 437

v/c Ratio 0.87 0.77 0.58 0.58

Control Delay 48.2 25.6 13.5 6.9

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 48.2 25.6 13.5 6.9

Queue Length 50th (ft) 343 94 351 1

Queue Length 95th (ft) m312 217 457 81

Internal Link Dist (ft) 920 920 951

Turn Bay Length (ft) 150

Base Capacity (vph) 766 751 1276 758

Starvation Cap Reductn 0 0 0 0

Spillback Cap Reductn 0 0 0 0

Storage Cap Reductn 0 0 0 0

Reduced v/c Ratio 0.76 0.73 0.53 0.58

Intersection Summary

m Volume for 95th percentile queue is metered by upstream signal.

S-B-187
HCM Signalized Intersection Capacity Analysis

3: Dale Evans Parkway & Station Access #1 5/26/2010

2013 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 12

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (vph) 534 2 501 618 2 400

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0

Lane Util. Factor 1.00 0.97 1.00 1.00

Frt 1.00 1.00 1.00 0.87

Flt Protected 1.00 0.95 1.00 1.00

Satd. Flow (prot) 1862 3433 1863 1612

Flt Permitted 1.00 0.95 1.00 1.00

Satd. Flow (perm) 1862 3433 1863 1612

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 580 2 545 672 2 435

RTOR Reduction (vph) 0 0 0 0 319 0

Lane Group Flow (vph) 582 0 545 672 118 0

Turn Type Prot

Protected Phases 4 3 8 2

Permitted Phases

Actuated Green, G (s) 32.5 18.5 56.0 24.0

Effective Green, g (s) 32.5 18.5 56.0 24.0

Actuated g/C Ratio 0.36 0.21 0.62 0.27

Clearance Time (s) 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 672 706 1159 430

v/s Ratio Prot c0.31 c0.16 0.36 c0.07

v/s Ratio Perm

v/c Ratio 0.87 0.77 0.58 0.27

Uniform Delay, d1 26.7 33.8 10.0 26.1

Progression Factor 1.40 0.54 1.20 1.00

Incremental Delay, d2 8.9 4.7 0.6 1.6

Delay (s) 46.4 23.0 12.7 27.7

Level of Service D C B C

Approach Delay (s) 46.4 17.3 27.7

Approach LOS D B C

Intersection Summary

HCM Average Control Delay 26.9 HCM Level of Service C

HCM Volume to Capacity ratio 0.65

Actuated Cycle Length (s) 90.0 Sum of lost time (s) 15.0

Intersection Capacity Utilization 79.9% ICU Level of Service D

Analysis Period (min) 15

c Critical Lane Group

S-B-188
Timings

5: Dale Evans Parkway & Future Road 5/26/2010

2013 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 13

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Lane Configurations

Volume (vph) 3 27 458 17 98 138 92 185

Turn Type Perm Prot Prot Prot

Protected Phases 4 3 8 5 2 1 6

Permitted Phases 4

Detector Phase 4 4 3 8 5 2 1 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0

Total Split (s) 23.0 23.0 21.0 44.0 17.0 33.0 13.0 29.0

Total Split (%) 25.6% 25.6% 23.3% 48.9% 18.9% 36.7% 14.4% 32.2%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Lead/Lag Lag Lag Lead Lead Lag Lead Lag

Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes

Recall Mode C-Max C-Max None C-Max None Min None Min

Act Effct Green (s) 23.7 15.7 44.4 10.1 25.2 7.7 22.8

Actuated g/C Ratio 0.26 0.17 0.49 0.11 0.28 0.09 0.25

v/c Ratio 0.22 0.83 0.06 0.54 0.91 0.66 0.43

Control Delay 13.2 41.6 1.0 43.6 41.2 61.2 30.8

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 13.2 41.6 1.0 43.6 41.2 61.2 30.8

LOS B D A D D E C

Approach Delay 13.2 37.9 41.6 40.8

Approach LOS B D D D

Intersection Summary

Cycle Length: 90

Actuated Cycle Length: 90

Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBT, Start of Green

Natural Cycle: 80

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.91

Intersection Signal Delay: 38.2 Intersection LOS: D

Intersection Capacity Utilization 65.3% ICU Level of Service C

Analysis Period (min) 15

Splits and Phases: 5: Dale Evans Parkway & Future Road

S-B-189
Phasings

5: Dale Evans Parkway & Future Road 5/26/2010

2013 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 14

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Protected Phases 4 3 8 5 2 1 6

Permitted Phases 4

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0

Total Split (s) 23.0 23.0 21.0 44.0 17.0 33.0 13.0 29.0

Total Split (%) 25.6% 25.6% 23.3% 48.9% 18.9% 36.7% 14.4% 32.2%

Maximum Green (s) 18.0 18.0 16.0 39.0 12.0 28.0 8.0 24.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lag Lag Lead Lead Lag Lead Lag

Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Recall Mode C-Max C-Max None C-Max None Min None Min

Walk Time (s) 5.0 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0

Pedestrian Calls (#/hr) 5 5 0 5 5

90th %ile Green (s) 18.0 18.0 16.0 39.0 12.0 28.0 8.0 24.0

90th %ile Term Code Coord Coord Max Coord Max Max Max Hold

70th %ile Green (s) 18.0 18.0 16.0 39.0 12.0 28.0 8.0 24.0

70th %ile Term Code Coord Coord Max Coord Max Max Max Hold

50th %ile Green (s) 18.0 18.0 16.0 39.0 10.7 28.0 8.0 25.3

50th %ile Term Code Coord Coord Max Coord Gap Max Max Hold

30th %ile Green (s) 21.4 21.4 16.6 43.0 9.0 24.0 8.0 23.0

30th %ile Term Code Coord Coord Gap Coord Gap Gap Max Hold

10th %ile Green (s) 43.2 43.2 14.0 62.2 0.0 17.8 0.0 17.8

10th %ile Term Code Coord Coord Gap Coord Skip Gap Skip Hold

Intersection Summary

Cycle Length: 90

Actuated Cycle Length: 90

Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBT, Start of Green

Control Type: Actuated-Coordinated

S-B-190
Queues

5: Dale Evans Parkway & Future Road 5/26/2010

2013 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 15

Lane Group EBT WBL WBT NBL NBT SBL SBT

Lane Group Flow (vph) 107 498 50 107 516 100 205

v/c Ratio 0.22 0.83 0.06 0.54 0.91 0.66 0.43

Control Delay 13.2 41.6 1.0 43.6 41.2 61.2 30.8

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 13.2 41.6 1.0 43.6 41.2 61.2 30.8

Queue Length 50th (ft) 15 95 6 58 225 56 93

Queue Length 95th (ft) 59 #206 m1 88 #383 #126 160

Internal Link Dist (ft) 464 920 920 859

Turn Bay Length (ft) 100 100 100

Base Capacity (vph) 497 615 848 236 616 157 501

Starvation Cap Reductn 0 0 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0 0

Reduced v/c Ratio 0.22 0.81 0.06 0.45 0.84 0.64 0.41

Intersection Summary

# 95th percentile volume exceeds capacity, queue may be longer.

 Queue shown is maximum after two cycles.

m Volume for 95th percentile queue is metered by upstream signal.

S-B-191
HCM Signalized Intersection Capacity Analysis

5: Dale Evans Parkway & Future Road 5/26/2010

2013 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 16

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 3 27 69 458 17 29 98 138 337 92 185 4

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Lane Util. Factor 1.00 0.97 1.00 1.00 1.00 1.00 1.00

Frt 0.91 1.00 0.90 1.00 0.89 1.00 1.00

Flt Protected 1.00 0.95 1.00 0.95 1.00 0.95 1.00

Satd. Flow (prot) 1684 3433 1684 1770 1665 1770 1857

Flt Permitted 1.00 0.95 1.00 0.95 1.00 0.95 1.00

Satd. Flow (perm) 1679 3433 1684 1770 1665 1770 1857

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 3 29 75 498 18 32 107 150 366 100 201 4

RTOR Reduction (vph) 0 56 0 0 17 0 0 102 0 0 1 0

Lane Group Flow (vph) 0 51 0 498 33 0 107 414 0 100 204 0

Turn Type Perm Prot Prot Prot

Protected Phases 4 3 8 5 2 1 6

Permitted Phases 4

Actuated Green, G (s) 22.7 15.7 43.4 8.7 25.2 6.4 22.9

Effective Green, g (s) 22.7 15.7 43.4 8.7 25.2 6.4 22.9

Actuated g/C Ratio 0.25 0.17 0.48 0.10 0.28 0.07 0.25

Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 423 599 812 171 466 126 473

v/s Ratio Prot c0.15 0.02 c0.06 c0.25 0.06 0.11

v/s Ratio Perm c0.03

v/c Ratio 0.12 0.83 0.04 0.63 0.89 0.79 0.43

Uniform Delay, d1 26.0 35.9 12.3 39.1 31.0 41.1 28.1

Progression Factor 1.00 0.83 0.11 0.90 0.90 1.00 1.00

Incremental Delay, d2 0.6 8.4 0.1 6.7 17.7 28.1 0.6

Delay (s) 26.5 38.1 1.5 41.9 45.5 69.2 28.7

Level of Service C D A D D E C

Approach Delay (s) 26.5 34.8 44.9 42.0

Approach LOS C C D D

Intersection Summary

HCM Average Control Delay 39.6 HCM Level of Service D

HCM Volume to Capacity ratio 0.58

Actuated Cycle Length (s) 90.0 Sum of lost time (s) 15.0

Intersection Capacity Utilization 65.3% ICU Level of Service C

Analysis Period (min) 15

c Critical Lane Group

S-B-192
Timings

7: Station Access #4 & Future Road 5/26/2010

2013 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 17

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Lane Configurations

Volume (vph) 28 2 2 2 46 418 110 487

Turn Type Perm Perm Prot Prot

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Detector Phase 4 4 8 8 5 2 1 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 21.0 21.0 9.0 21.0 9.0 21.0

Total Split (s) 23.0 23.0 23.0 23.0 29.0 38.0 29.0 38.0

Total Split (%) 25.6% 25.6% 25.6% 25.6% 32.2% 42.2% 32.2% 42.2%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Lead/Lag Lead Lag Lead Lag

Lead-Lag Optimize? Yes Yes Yes Yes

Recall Mode None None None None None C-Min None C-Min

Act Effct Green (s) 8.0 8.0 8.0 57.7 11.4 66.6

Actuated g/C Ratio 0.09 0.09 0.09 0.64 0.13 0.74

v/c Ratio 0.51 0.40 0.32 0.38 0.53 0.42

Control Delay 26.2 15.2 43.0 10.7 43.7 9.9

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 26.2 15.2 43.0 10.7 43.7 9.9

LOS C B D B D A

Approach Delay 26.2 15.2 13.9 15.7

Approach LOS C B B B

Intersection Summary

Cycle Length: 90

Actuated Cycle Length: 90

Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Natural Cycle: 60

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.53

Intersection Signal Delay: 15.7 Intersection LOS: B

Intersection Capacity Utilization 55.8% ICU Level of Service B

Analysis Period (min) 15

Splits and Phases: 7: Station Access #4 & Future Road

S-B-193
Phasings

7: Station Access #4 & Future Road 5/26/2010

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Victorville Station Alternative #3 Page 18

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 21.0 21.0 9.0 21.0 9.0 21.0

Total Split (s) 23.0 23.0 23.0 23.0 29.0 38.0 29.0 38.0

Total Split (%) 25.6% 25.6% 25.6% 25.6% 32.2% 42.2% 32.2% 42.2%

Maximum Green (s) 18.0 18.0 18.0 18.0 24.0 33.0 24.0 33.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lead Lag Lead Lag

Lead-Lag Optimize? Yes Yes Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Recall Mode None None None None None C-Min None C-Min

Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0

Pedestrian Calls (#/hr) 0 0 0 0 0 0

90th %ile Green (s) 12.2 12.2 12.2 12.2 10.8 46.9 15.9 52.0

90th %ile Term Code Gap Gap Hold Hold Gap Coord Gap Coord

70th %ile Green (s) 9.3 9.3 9.3 9.3 9.1 52.5 13.2 56.6

70th %ile Term Code Gap Gap Hold Hold Gap Coord Gap Coord

50th %ile Green (s) 7.4 7.4 7.4 7.4 7.9 56.2 11.4 59.7

50th %ile Term Code Gap Gap Hold Hold Gap Coord Gap Coord

30th %ile Green (s) 5.5 5.5 5.5 5.5 0.0 59.9 9.6 74.5

30th %ile Term Code Gap Gap Gap Gap Skip Coord Gap Coord

10th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 73.0 7.0 85.0

10th %ile Term Code Skip Skip Skip Skip Skip Coord Gap Coord

Intersection Summary

Cycle Length: 90

Actuated Cycle Length: 90

Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Control Type: Actuated-Coordinated

S-B-194
Queues

7: Station Access #4 & Future Road 5/26/2010

2013 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 19

Lane Group EBT WBT NBL NBT SBL SBT

Lane Group Flow (vph) 94 87 50 456 120 574

v/c Ratio 0.51 0.40 0.32 0.38 0.53 0.42

Control Delay 26.2 15.2 43.0 10.7 43.7 9.9

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 26.2 15.2 43.0 10.7 43.7 9.9

Queue Length 50th (ft) 17 2 27 117 74 144

Queue Length 95th (ft) 62 44 61 234 m106 m81

Internal Link Dist (ft) 560 751 420 420

Turn Bay Length (ft) 100 100

Base Capacity (vph) 338 388 472 1193 472 1362

Starvation Cap Reductn 0 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0

Reduced v/c Ratio 0.28 0.22 0.11 0.38 0.25 0.42

Intersection Summary

m Volume for 95th percentile queue is metered by upstream signal.

S-B-195
HCM Signalized Intersection Capacity Analysis

7: Station Access #4 & Future Road 5/26/2010

2013 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 20

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 28 2 57 2 2 76 46 418 2 110 487 41

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0

Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00

Frt 0.91 0.87 1.00 1.00 1.00 0.99

Flt Protected 0.98 1.00 0.95 1.00 0.95 1.00

Satd. Flow (prot) 1670 1621 1770 1862 1770 1841

Flt Permitted 0.85 0.99 0.95 1.00 0.95 1.00

Satd. Flow (perm) 1444 1610 1770 1862 1770 1841

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 30 2 62 2 2 83 50 454 2 120 529 45

RTOR Reduction (vph) 0 57 0 0 77 0 0 0 0 0 2 0

Lane Group Flow (vph) 0 37 0 0 10 0 50 456 0 120 572 0

Turn Type Perm Perm Prot Prot

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Actuated Green, G (s) 6.9 6.9 5.6 56.7 11.4 62.5

Effective Green, g (s) 6.9 6.9 5.6 56.7 11.4 62.5

Actuated g/C Ratio 0.08 0.08 0.06 0.63 0.13 0.69

Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 111 123 110 1173 224 1278

v/s Ratio Prot 0.03 0.24 c0.07 c0.31

v/s Ratio Perm c0.03 0.01

v/c Ratio 0.33 0.08 0.45 0.39 0.54 0.45

Uniform Delay, d1 39.4 38.6 40.7 8.2 36.8 6.1

Progression Factor 1.00 1.00 1.00 1.00 1.02 1.20

Incremental Delay, d2 1.8 0.3 3.0 1.0 1.9 0.9

Delay (s) 41.1 38.9 43.7 9.1 39.5 8.2

Level of Service D D D A D A

Approach Delay (s) 41.1 38.9 12.5 13.6

Approach LOS D D B B

Intersection Summary

HCM Average Control Delay 16.7 HCM Level of Service B

HCM Volume to Capacity ratio 0.44

Actuated Cycle Length (s) 90.0 Sum of lost time (s) 10.0

Intersection Capacity Utilization 55.8% ICU Level of Service B

Analysis Period (min) 15

c Critical Lane Group

S-B-196
2013 Conditions

Base + DEMU

S-B-197
S-B-198
HCM Unsignalized Intersection Capacity Analysis

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2013 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 1

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 70 301 0 0 207 73 602 2 95 0 0 0

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 76 327 0 0 225 79 654 2 103 0 0 0

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 304 327 744 784 327 848 744 265

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 304 327 744 784 327 848 744 265

tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3

p0 queue free % 94 100 0 99 86 100 100 100

cM capacity (veh/h) 1256 1232 315 305 714 228 322 774

Direction, Lane # EB 1 WB 1 NB 1

Volume Total 403 304 760

Volume Left 76 0 654

Volume Right 0 79 103

cSH 1256 1700 341

Volume to Capacity 0.06 0.18 2.23

Queue Length 95th (ft) 5 0 1433

Control Delay (s) 2.0 0.0 586.3

Lane LOS A F

Approach Delay (s) 2.0 0.0 586.3

Approach LOS F

Intersection Summary

Average Delay 304.1

Intersection Capacity Utilization 84.3% ICU Level of Service E

Analysis Period (min) 15

S-B-199
HCM Unsignalized Intersection Capacity Analysis

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2013 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 2

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 0 194 529 87 720 0 0 0 0 176 1 113

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 0 211 575 95 783 0 0 0 0 191 1 123

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 783 786 1593 1470 498 1470 1758 783

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 783 786 1593 1470 498 1470 1758 783

tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3

p0 queue free % 100 89 100 100 100 0 99 69

cM capacity (veh/h) 835 833 54 113 572 96 75 394

Direction, Lane # EB 1 WB 1 SB 1

Volume Total 786 877 315

Volume Left 0 95 191

Volume Right 575 0 123

cSH 1700 833 136

Volume to Capacity 0.46 0.11 2.32

Queue Length 95th (ft) 0 10 670

Control Delay (s) 0.0 2.9 666.9

Lane LOS A F

Approach Delay (s) 0.0 2.9 666.9

Approach LOS F

Intersection Summary

Average Delay 107.6

Intersection Capacity Utilization 112.2% ICU Level of Service H

Analysis Period (min) 15

S-B-200
HCM Unsignalized Intersection Capacity Analysis

3: Dale Evans Parkway & Station Access #1 5/26/2010

2013 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 3

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (veh/h) 435 2 355 474 2 283

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 473 2 386 515 2 308

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 475 1761 474

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 475 1761 474

tC, single (s) 4.1 6.4 6.2

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 65 96 48

cM capacity (veh/h) 1087 60 590

Direction, Lane # EB 1 WB 1 WB 2 NB 1

Volume Total 475 386 515 310

Volume Left 0 386 0 2

Volume Right 2 0 0 308

cSH 1700 1087 1700 556

Volume to Capacity 0.28 0.35 0.30 0.56

Queue Length 95th (ft) 0 41 0 85

Control Delay (s) 0.0 10.1 0.0 19.3

Lane LOS B C

Approach Delay (s) 0.0 4.3 19.3

Approach LOS C

Intersection Summary

Average Delay 5.9

Intersection Capacity Utilization 70.3% ICU Level of Service C

Analysis Period (min) 15

S-B-201
HCM Unsignalized Intersection Capacity Analysis

4: Dale Evans Parkway & Station Access #2 5/26/2010

2013 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 4

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (veh/h) 380 2 81 393 2 56

Sign Control Free Free Stop

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 413 2 88 427 2 61

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 415 1017 414

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 415 1017 414

tC, single (s) 4.1 6.4 6.2

tC, 2 stage (s)

tF (s) 2.2 3.5 3.3

p0 queue free % 92 99 90

cM capacity (veh/h) 1144 243 638

Direction, Lane # EB 1 WB 1 WB 2 NB 1

Volume Total 415 88 427 63

Volume Left 0 88 0 2

Volume Right 2 0 0 61

cSH 1700 1144 1700 604

Volume to Capacity 0.24 0.08 0.25 0.10

Queue Length 95th (ft) 0 6 0 9

Control Delay (s) 0.0 8.4 0.0 11.7

Lane LOS A B

Approach Delay (s) 0.0 1.4 11.7

Approach LOS B

Intersection Summary

Average Delay 1.5

Intersection Capacity Utilization 38.2% ICU Level of Service A

Analysis Period (min) 15

S-B-202
HCM Unsignalized Intersection Capacity Analysis

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2013 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 5

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 3 27 69 347 17 29 98 138 261 92 185 4

Sign Control Free Free Stop Stop

Grade 0% 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 3 29 75 377 18 32 107 150 284 100 201 4

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 50 104 951 878 67 1221 899 34

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 50 104 951 878 67 1221 899 34

tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3

p0 queue free % 100 75 0 30 72 0 3 100

cM capacity (veh/h) 1557 1487 23 214 997 40 207 1039

Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2

Volume Total 108 377 50 107 434 100 205

Volume Left 3 377 0 107 0 100 0

Volume Right 75 0 32 0 284 0 4

cSH 1557 1487 1700 23 439 40 211

Volume to Capacity 0.00 0.25 0.03 4.58 0.99 2.49 0.97

Queue Length 95th (ft) 0 25 0 Err 310 273 211

Control Delay (s) 0.2 8.2 0.0 Err 70.7 893.1 102.9

Lane LOS A A F F F F

Approach Delay (s) 0.2 7.3 2028.4 361.6

Approach LOS F F

Intersection Summary

Average Delay 876.1

Intersection Capacity Utilization 64.3% ICU Level of Service C

Analysis Period (min) 15

S-B-203
HCM Unsignalized Intersection Capacity Analysis

6: Station Access #3 & Future Road 5/26/2010

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Victorville Station Alternative #3 Page 6

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 9 2 19 2 2 39 14 449 2 56 533 12

Sign Control Stop Stop Free Free

Grade 0% 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 10 2 21 2 2 42 15 488 2 61 579 13

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 1270 1228 586 1242 1234 489 592 490

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 1270 1228 586 1242 1234 489 592 490

tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 92 99 96 98 99 93 98 94

cM capacity (veh/h) 126 165 510 136 164 579 983 1073

Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2

Volume Total 33 47 15 490 61 592

Volume Left 10 2 15 0 61 0

Volume Right 21 42 0 2 0 13

cSH 248 456 983 1700 1073 1700

Volume to Capacity 0.13 0.10 0.02 0.29 0.06 0.35

Queue Length 95th (ft) 11 9 1 0 5 0

Control Delay (s) 21.7 13.8 8.7 0.0 8.6 0.0

Lane LOS C B A A

Approach Delay (s) 21.7 13.8 0.3 0.8

Approach LOS C B

Intersection Summary

Average Delay 1.6

Intersection Capacity Utilization 47.6% ICU Level of Service A

Analysis Period (min) 15

S-B-204
HCM Unsignalized Intersection Capacity Analysis

7: Station Access #4 & Future Road 5/26/2010

2013 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 7

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 28 5 57 2 2 54 46 381 2 78 432 41

Sign Control Stop Stop Free Free

Grade 0% 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 30 5 62 2 2 59 50 414 2 85 470 45

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 1235 1178 492 1219 1199 415 514 416

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 1235 1178 492 1219 1199 415 514 416

tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 76 97 89 98 99 91 95 93

cM capacity (veh/h) 125 168 577 124 163 637 1051 1143

Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2

Volume Total 98 63 50 416 85 514

Volume Left 30 2 50 0 85 0

Volume Right 62 59 0 2 0 45

cSH 256 513 1051 1700 1143 1700

Volume to Capacity 0.38 0.12 0.05 0.24 0.07 0.30

Queue Length 95th (ft) 43 10 4 0 6 0

Control Delay (s) 27.6 13.0 8.6 0.0 8.4 0.0

Lane LOS D B A A

Approach Delay (s) 27.6 13.0 0.9 1.2

Approach LOS D B

Intersection Summary

Average Delay 3.8

Intersection Capacity Utilization 50.5% ICU Level of Service A

Analysis Period (min) 15

S-B-205
HCM Unsignalized Intersection Capacity Analysis

8: Station Access #5 & Future Road 5/26/2010

2013 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 8

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 2 92 334 2 133 356

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Hourly flow rate (vph) 2 100 363 2 145 387

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 1040 364 365

vC1, stage 1 conf vol

vC2, stage 2 conf vol

vCu, unblocked vol 1040 364 365

tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 99 85 88

cM capacity (veh/h) 224 681 1193

Direction, Lane # WB 1 NB 1 SB 1 SB 2

Volume Total 102 365 145 387

Volume Left 2 0 145 0

Volume Right 100 2 0 0

cSH 653 1700 1193 1700

Volume to Capacity 0.16 0.21 0.12 0.23

Queue Length 95th (ft) 14 0 10 0

Control Delay (s) 11.5 0.0 8.4 0.0

Lane LOS B A

Approach Delay (s) 11.5 0.0 2.3

Approach LOS B

Intersection Summary

Average Delay 2.4

Intersection Capacity Utilization 40.9% ICU Level of Service A

Analysis Period (min) 15

S-B-206
2013 Conditions

Base + DEMU Mitigations

S-B-207
S-B-208
Timings

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2013 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 1

Lane Group EBL EBT WBT NBL NBT

Lane Configurations

Volume (vph) 70 301 207 602 2

Turn Type Perm Split

Protected Phases 4 8 2 2

Permitted Phases 4

Detector Phase 4 4 8 2 2

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 21.0 21.0 21.0

Total Split (s) 40.0 40.0 40.0 50.0 50.0

Total Split (%) 44.4% 44.4% 44.4% 55.6% 55.6%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0

Lead/Lag

Lead-Lag Optimize?

Recall Mode C-Max C-Max C-Max Min Min

Act Effct Green (s) 40.9 40.9 39.1 39.1

Actuated g/C Ratio 0.45 0.45 0.43 0.43

v/c Ratio 0.54 0.37 0.85 0.14

Control Delay 15.1 17.8 33.8 3.2

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 15.1 17.8 33.8 3.2

LOS B B C A

Approach Delay 15.1 17.8 29.6

Approach LOS B B C

Intersection Summary

Cycle Length: 90

Actuated Cycle Length: 90

Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBT, Start of Green

Natural Cycle: 55

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.85

Intersection Signal Delay: 23.2 Intersection LOS: C

Intersection Capacity Utilization 80.9% ICU Level of Service D

Analysis Period (min) 15

Splits and Phases: 1: Dale Evans Parkway & I-15 NB Ramps

S-B-209
Phasings

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2013 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 2

Lane Group EBL EBT WBT NBL NBT

Protected Phases 4 8 2 2

Permitted Phases 4

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 21.0 21.0 21.0

Total Split (s) 40.0 40.0 40.0 50.0 50.0

Total Split (%) 44.4% 44.4% 44.4% 55.6% 55.6%

Maximum Green (s) 35.0 35.0 35.0 45.0 45.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0

Lead/Lag

Lead-Lag Optimize?

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0

Recall Mode C-Max C-Max C-Max Min Min

Walk Time (s) 5.0 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0

Pedestrian Calls (#/hr) 5 5 5 5 5

90th %ile Green (s) 35.0 35.0 35.0 45.0 45.0

90th %ile Term Code Coord Coord Coord Max Max

70th %ile Green (s) 36.0 36.0 36.0 44.0 44.0

70th %ile Term Code Coord Coord Coord Gap Gap

50th %ile Green (s) 39.4 39.4 39.4 40.6 40.6

50th %ile Term Code Coord Coord Coord Gap Gap

30th %ile Green (s) 43.5 43.5 43.5 36.5 36.5

30th %ile Term Code Coord Coord Coord Gap Gap

10th %ile Green (s) 50.6 50.6 50.6 29.4 29.4

10th %ile Term Code Coord Coord Coord Gap Gap

Intersection Summary

Cycle Length: 90

Actuated Cycle Length: 90

Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBT, Start of Green

Control Type: Actuated-Coordinated

S-B-210
Queues

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2013 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 3

Lane Group EBT WBT NBL NBT

Lane Group Flow (vph) 403 304 654 105

v/c Ratio 0.54 0.37 0.85 0.14

Control Delay 15.1 17.8 33.8 3.2

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 15.1 17.8 33.8 3.2

Queue Length 50th (ft) 140 104 313 1

Queue Length 95th (ft) 195 185 422 25

Internal Link Dist (ft) 820 380 310

Turn Bay Length (ft)

Base Capacity (vph) 743 830 885 846

Starvation Cap Reductn 0 0 0 0

Spillback Cap Reductn 0 0 0 0

Storage Cap Reductn 0 0 0 0

Reduced v/c Ratio 0.54 0.37 0.74 0.12

Intersection Summary

S-B-211
HCM Signalized Intersection Capacity Analysis

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2013 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 4

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 70 301 0 0 207 73 602 2 95 0 0 0

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0

Lane Util. Factor 1.00 1.00 1.00 1.00

Frt 1.00 0.96 1.00 0.85

Flt Protected 0.99 1.00 0.95 1.00

Satd. Flow (prot) 1845 1797 1770 1589

Flt Permitted 0.88 1.00 0.95 1.00

Satd. Flow (perm) 1636 1797 1770 1589

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 76 327 0 0 225 79 654 2 103 0 0 0

RTOR Reduction (vph) 0 0 0 0 13 0 0 58 0 0 0 0

Lane Group Flow (vph) 0 403 0 0 291 0 654 47 0 0 0 0

Turn Type Perm Split

Protected Phases 4 8 2 2

Permitted Phases 4

Actuated Green, G (s) 40.9 40.9 39.1 39.1

Effective Green, g (s) 40.9 40.9 39.1 39.1

Actuated g/C Ratio 0.45 0.45 0.43 0.43

Clearance Time (s) 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 743 817 769 690

v/s Ratio Prot 0.16 c0.37 0.03

v/s Ratio Perm c0.25

v/c Ratio 0.54 0.36 0.85 0.07

Uniform Delay, d1 17.8 16.0 22.8 14.8

Progression Factor 0.62 1.00 1.00 1.00

Incremental Delay, d2 2.6 1.2 8.9 0.0

Delay (s) 13.7 17.2 31.8 14.9

Level of Service B B C B

Approach Delay (s) 13.7 17.2 29.4 0.0

Approach LOS B B C A

Intersection Summary

HCM Average Control Delay 22.6 HCM Level of Service C

HCM Volume to Capacity ratio 0.69

Actuated Cycle Length (s) 90.0 Sum of lost time (s) 10.0

Intersection Capacity Utilization 80.9% ICU Level of Service D

Analysis Period (min) 15

c Critical Lane Group

S-B-212
Timings

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2013 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 5

Lane Group EBT EBR WBL WBT SBT

Lane Configurations

Volume (vph) 194 529 87 720 1

Turn Type Perm Prot

Protected Phases 4 3 8 6

Permitted Phases 4

Detector Phase 4 4 3 8 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 9.0 21.0 21.0

Total Split (s) 47.0 47.0 14.0 61.0 29.0

Total Split (%) 52.2% 52.2% 15.6% 67.8% 32.2%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0

Lead/Lag Lag Lag Lead

Lead-Lag Optimize? Yes Yes Yes

Recall Mode C-Max C-Max None C-Max Min

Act Effct Green (s) 49.1 49.1 8.8 60.6 19.4

Actuated g/C Ratio 0.55 0.55 0.10 0.67 0.22

v/c Ratio 0.21 0.51 0.55 0.62 0.80

Control Delay 17.3 8.3 46.1 10.6 44.2

Queue Delay 0.0 0.0 0.0 0.0 0.0

Total Delay 17.3 8.3 46.1 10.6 44.2

LOS B A D B D

Approach Delay 10.7 14.4 44.2

Approach LOS B B D

Intersection Summary

Cycle Length: 90

Actuated Cycle Length: 90

Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green

Natural Cycle: 60

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.80

Intersection Signal Delay: 17.7 Intersection LOS: B

Intersection Capacity Utilization 66.8% ICU Level of Service C

Analysis Period (min) 15

Splits and Phases: 2: Dale Evans Parkway & I-15 SB Ramps

S-B-213
Phasings

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2013 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 6

Lane Group EBT EBR WBL WBT SBT

Protected Phases 4 3 8 6

Permitted Phases 4

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 9.0 21.0 21.0

Total Split (s) 47.0 47.0 14.0 61.0 29.0

Total Split (%) 52.2% 52.2% 15.6% 67.8% 32.2%

Maximum Green (s) 42.0 42.0 9.0 56.0 24.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lag Lag Lead

Lead-Lag Optimize? Yes Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0

Recall Mode C-Max C-Max None C-Max Min

Walk Time (s) 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0 11.0

Pedestrian Calls (#/hr) 5 5 5 5

90th %ile Green (s) 42.0 42.0 9.0 56.0 24.0

90th %ile Term Code Coord Coord Max Coord Max

70th %ile Green (s) 42.0 42.0 9.9 56.9 23.1

70th %ile Term Code Coord Coord Max Coord Gap

50th %ile Green (s) 44.8 44.8 10.1 59.9 20.1

50th %ile Term Code Coord Coord Gap Coord Gap

30th %ile Green (s) 49.3 49.3 8.6 62.9 17.1

30th %ile Term Code Coord Coord Gap Coord Gap

10th %ile Green (s) 67.4 67.4 0.0 67.4 12.6

10th %ile Term Code Coord Coord Skip Coord Gap

Intersection Summary

Cycle Length: 90

Actuated Cycle Length: 90

Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green

Control Type: Actuated-Coordinated

S-B-214
Queues

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2013 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 7

Lane Group EBT EBR WBL WBT SBT

Lane Group Flow (vph) 211 575 95 783 315

v/c Ratio 0.21 0.51 0.55 0.62 0.80

Control Delay 17.3 8.3 46.1 10.6 44.2

Queue Delay 0.0 0.0 0.0 0.0 0.0

Total Delay 17.3 8.3 46.1 10.6 44.2

Queue Length 50th (ft) 93 98 42 357 151

Queue Length 95th (ft) m138 m169 m75 477 233

Internal Link Dist (ft) 920 820 245

Turn Bay Length (ft) 100 100

Base Capacity (vph) 1016 1125 185 1255 482

Starvation Cap Reductn 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0

Reduced v/c Ratio 0.21 0.51 0.51 0.62 0.65

Intersection Summary

m Volume for 95th percentile queue is metered by upstream signal.

S-B-215
HCM Signalized Intersection Capacity Analysis

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2013 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 8

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 0 194 529 87 720 0 0 0 0 176 1 113

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0 5.0

Lane Util. Factor 1.00 1.00 1.00 1.00 1.00

Frt 1.00 0.85 1.00 1.00 0.95

Flt Protected 1.00 1.00 0.95 1.00 0.97

Satd. Flow (prot) 1863 1583 1770 1863 1713

Flt Permitted 1.00 1.00 0.95 1.00 0.97

Satd. Flow (perm) 1863 1583 1770 1863 1713

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 0 211 575 95 783 0 0 0 0 191 1 123

RTOR Reduction (vph) 0 0 268 0 0 0 0 0 0 0 27 0

Lane Group Flow (vph) 0 211 307 95 783 0 0 0 0 0 288 0

Turn Type Perm Prot Split

Protected Phases 4 3 8 6 6

Permitted Phases 4

Actuated Green, G (s) 48.1 48.1 7.5 60.6 19.4

Effective Green, g (s) 48.1 48.1 7.5 60.6 19.4

Actuated g/C Ratio 0.53 0.53 0.08 0.67 0.22

Clearance Time (s) 5.0 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 996 846 148 1254 369

v/s Ratio Prot 0.11 0.05 c0.42 c0.17

v/s Ratio Perm 0.19

v/c Ratio 0.21 0.36 0.64 0.62 0.78

Uniform Delay, d1 11.0 12.1 39.9 8.3 33.3

Progression Factor 1.31 4.61 0.94 0.91 1.00

Incremental Delay, d2 0.5 1.1 7.1 1.8 10.0

Delay (s) 14.9 56.9 44.8 9.4 43.3

Level of Service B E D A D

Approach Delay (s) 45.6 13.2 0.0 43.3

Approach LOS D B A D

Intersection Summary

HCM Average Control Delay 30.9 HCM Level of Service C

HCM Volume to Capacity ratio 0.66

Actuated Cycle Length (s) 90.0 Sum of lost time (s) 10.0

Intersection Capacity Utilization 66.8% ICU Level of Service C

Analysis Period (min) 15

c Critical Lane Group

S-B-216
Timings

5: Dale Evans Parkway & Future Road 5/26/2010

2013 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 9

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Lane Configurations

Volume (vph) 3 27 347 17 98 138 92 185

Turn Type Perm Prot Prot Prot

Protected Phases 4 3 8 5 2 1 6

Permitted Phases 4

Detector Phase 4 4 3 8 5 2 1 6

Switch Phase

Minimum Initial (s) 1.0 1.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0

Total Split (s) 21.0 21.0 28.0 49.0 16.0 28.0 13.0 25.0

Total Split (%) 23.3% 23.3% 31.1% 54.4% 17.8% 31.1% 14.4% 27.8%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Lead/Lag Lag Lag Lead Lead Lag Lead Lag

Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes

Recall Mode C-Max C-Max None C-Max None Min None Min

Act Effct Green (s) 21.4 21.7 48.2 9.7 21.4 7.7 19.5

Actuated g/C Ratio 0.24 0.24 0.54 0.11 0.24 0.09 0.22

v/c Ratio 0.23 0.88 0.05 0.56 0.91 0.66 0.51

Control Delay 14.1 64.0 11.0 49.7 49.9 61.2 35.7

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 14.1 64.0 11.0 49.7 49.9 61.2 35.7

LOS B E B D D E D

Approach Delay 14.1 57.8 49.9 44.1

Approach LOS B E D D

Intersection Summary

Cycle Length: 90

Actuated Cycle Length: 90

Offset: 53 (59%), Referenced to phase 4:EBTL and 8:WBT, Start of Green

Natural Cycle: 80

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.91

Intersection Signal Delay: 48.3 Intersection LOS: D

Intersection Capacity Utilization 66.8% ICU Level of Service C

Analysis Period (min) 15

Splits and Phases: 5: Dale Evans Parkway & Future Road

S-B-217
Phasings

5: Dale Evans Parkway & Future Road 5/26/2010

2013 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 10

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Protected Phases 4 3 8 5 2 1 6

Permitted Phases 4

Minimum Initial (s) 1.0 1.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0

Total Split (s) 21.0 21.0 28.0 49.0 16.0 28.0 13.0 25.0

Total Split (%) 23.3% 23.3% 31.1% 54.4% 17.8% 31.1% 14.4% 27.8%

Maximum Green (s) 16.0 16.0 23.0 44.0 11.0 23.0 8.0 20.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lag Lag Lead Lead Lag Lead Lag

Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Recall Mode C-Max C-Max None C-Max None Min None Min

Walk Time (s) 5.0 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0

Pedestrian Calls (#/hr) 5 5 5 5 5

90th %ile Green (s) 16.0 16.0 23.0 44.0 11.0 23.0 8.0 20.0

90th %ile Term Code Coord Coord Max Coord Max Max Max Max

70th %ile Green (s) 16.0 16.0 23.0 44.0 11.0 23.0 8.0 20.0

70th %ile Term Code Coord Coord Max Coord Max Max Max Hold

50th %ile Green (s) 16.0 16.0 23.0 44.0 10.7 23.0 8.0 20.3

50th %ile Term Code Coord Coord Max Coord Gap Max Max Hold

30th %ile Green (s) 18.1 18.1 22.1 45.2 9.0 21.8 8.0 20.8

30th %ile Term Code Coord Coord Gap Coord Gap Gap Max Hold

10th %ile Green (s) 41.0 41.0 17.6 63.6 0.0 16.4 0.0 16.4

10th %ile Term Code Coord Coord Gap Coord Skip Gap Skip Hold

Intersection Summary

Cycle Length: 90

Actuated Cycle Length: 90

Offset: 53 (59%), Referenced to phase 4:EBTL and 8:WBT, Start of Green

Control Type: Actuated-Coordinated

S-B-218
Queues

5: Dale Evans Parkway & Future Road 5/26/2010

2013 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 11

Lane Group EBT WBL WBT NBL NBT SBL SBT

Lane Group Flow (vph) 107 377 50 107 434 100 205

v/c Ratio 0.23 0.88 0.05 0.56 0.91 0.66 0.51

Control Delay 14.1 64.0 11.0 49.7 49.9 61.2 35.7

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 14.1 64.0 11.0 49.7 49.9 61.2 35.7

Queue Length 50th (ft) 15 231 3 58 184 56 102

Queue Length 95th (ft) 61 #360 m20 111 #353 #126 171

Internal Link Dist (ft) 1539 920 920 986

Turn Bay Length (ft) 100 100 100

Base Capacity (vph) 456 452 916 216 505 157 418

Starvation Cap Reductn 0 0 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0 0

Reduced v/c Ratio 0.23 0.83 0.05 0.50 0.86 0.64 0.49

Intersection Summary

# 95th percentile volume exceeds capacity, queue may be longer.

 Queue shown is maximum after two cycles.

m Volume for 95th percentile queue is metered by upstream signal.

S-B-219
HCM Signalized Intersection Capacity Analysis

5: Dale Evans Parkway & Future Road 5/26/2010

2013 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 12

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 3 27 69 347 17 29 98 138 261 92 185 4

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Frt 0.91 1.00 0.90 1.00 0.90 1.00 1.00

Flt Protected 1.00 0.95 1.00 0.95 1.00 0.95 1.00

Satd. Flow (prot) 1684 1770 1684 1770 1680 1770 1857

Flt Permitted 1.00 0.95 1.00 0.95 1.00 0.95 1.00

Satd. Flow (perm) 1678 1770 1684 1770 1680 1770 1857

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 3 29 75 377 18 32 107 150 284 100 201 4

RTOR Reduction (vph) 0 58 0 0 15 0 0 78 0 0 1 0

Lane Group Flow (vph) 0 49 0 377 35 0 107 356 0 100 204 0

Turn Type Perm Prot Prot Prot

Protected Phases 4 3 8 5 2 1 6

Permitted Phases 4

Actuated Green, G (s) 20.5 21.7 47.2 8.3 21.4 6.4 19.5

Effective Green, g (s) 20.5 21.7 47.2 8.3 21.4 6.4 19.5

Actuated g/C Ratio 0.23 0.24 0.52 0.09 0.24 0.07 0.22

Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 382 427 883 163 399 126 402

v/s Ratio Prot c0.21 0.02 c0.06 c0.21 0.06 0.11

v/s Ratio Perm c0.03

v/c Ratio 0.13 0.88 0.04 0.66 0.89 0.79 0.51

Uniform Delay, d1 27.6 32.9 10.4 39.5 33.2 41.1 31.0

Progression Factor 1.00 1.38 1.72 1.00 1.00 1.00 1.00

Incremental Delay, d2 0.7 15.5 0.1 9.2 21.4 28.1 1.0

Delay (s) 28.3 61.1 17.9 48.6 54.6 69.2 32.0

Level of Service C E B D D E C

Approach Delay (s) 28.3 56.0 53.4 44.2

Approach LOS C E D D

Intersection Summary

HCM Average Control Delay 50.3 HCM Level of Service D

HCM Volume to Capacity ratio 0.62

Actuated Cycle Length (s) 90.0 Sum of lost time (s) 15.0

Intersection Capacity Utilization 66.8% ICU Level of Service C

Analysis Period (min) 15

c Critical Lane Group

S-B-220
2030 Conditions

(Base and Project Conditions)

S-B-221
S-B-222
2030 Conditions

Base

S-B-223
S-B-224
Timings

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2030 Base Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 1

Lane Group EBL EBT WBT NBL NBT

Lane Configurations

Volume (vph) 229 557 389 199 2

Turn Type Prot Split

Protected Phases 7 4 8 2 2

Permitted Phases

Detector Phase 7 4 8 2 2

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 9.0 28.0 28.0 28.0 28.0

Total Split (s) 14.0 42.0 28.0 28.0 28.0

Total Split (%) 20.0% 60.0% 40.0% 40.0% 40.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0

Lead/Lag Lead Lag

Lead-Lag Optimize? Yes Yes

Recall Mode None C-Max C-Max Max Max

Act Effct Green (s) 9.0 37.0 23.0 23.0 23.0

Actuated g/C Ratio 0.13 0.53 0.33 0.33 0.33

v/c Ratio 1.09 0.32 0.52 0.37 0.68

Control Delay 119.7 14.3 17.2 20.3 15.1

Queue Delay 0.0 0.0 0.0 0.0 0.0

Total Delay 119.7 14.3 17.2 20.3 15.1

LOS F B B C B

Approach Delay 45.0 17.2 16.7

Approach LOS D B B

Intersection Summary

Cycle Length: 70

Actuated Cycle Length: 70

Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green

Natural Cycle: 70

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 1.09

Intersection Signal Delay: 28.1 Intersection LOS: C

Intersection Capacity Utilization 89.4% ICU Level of Service E

Analysis Period (min) 15

Splits and Phases: 1: Dale Evans Parkway & I-15 NB Ramps

S-B-225
Phasings

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2030 Base Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 2

Lane Group EBL EBT WBT NBL NBT

Protected Phases 7 4 8 2 2

Permitted Phases

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 9.0 28.0 28.0 28.0 28.0

Total Split (s) 14.0 42.0 28.0 28.0 28.0

Total Split (%) 20.0% 60.0% 40.0% 40.0% 40.0%

Maximum Green (s) 9.0 37.0 23.0 23.0 23.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lead Lag

Lead-Lag Optimize? Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0

Recall Mode None C-Max C-Max Max Max

Walk Time (s) 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 18.0 18.0 18.0 18.0

Pedestrian Calls (#/hr) 5 5 5 5

90th %ile Green (s) 9.0 37.0 23.0 23.0 23.0

90th %ile Term Code Max Coord Coord MaxR MaxR

70th %ile Green (s) 9.0 37.0 23.0 23.0 23.0

70th %ile Term Code Max Coord Coord MaxR MaxR

50th %ile Green (s) 9.0 37.0 23.0 23.0 23.0

50th %ile Term Code Max Coord Coord MaxR MaxR

30th %ile Green (s) 9.0 37.0 23.0 23.0 23.0

30th %ile Term Code Max Coord Coord MaxR MaxR

10th %ile Green (s) 9.0 37.0 23.0 23.0 23.0

10th %ile Term Code Max Coord Coord MaxR MaxR

Intersection Summary

Cycle Length: 70

Actuated Cycle Length: 70

Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green

Control Type: Actuated-Coordinated

S-B-226
Queues

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2030 Base Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 3

Lane Group EBL EBT WBT NBL NBT

Lane Group Flow (vph) 249 605 614 216 466

v/c Ratio 1.09 0.32 0.52 0.37 0.68

Control Delay 119.7 14.3 17.2 20.3 15.1

Queue Delay 0.0 0.0 0.0 0.0 0.0

Total Delay 119.7 14.3 17.2 20.3 15.1

Queue Length 50th (ft) ~123 68 89 70 74

Queue Length 95th (ft) #261 101 135 124 177

Internal Link Dist (ft) 820 380 2022

Turn Bay Length (ft) 225 150

Base Capacity (vph) 228 1871 1183 582 686

Starvation Cap Reductn 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0

Reduced v/c Ratio 1.09 0.32 0.52 0.37 0.68

Intersection Summary

~ Volume exceeds capacity, queue is theoretically infinite.

 Queue shown is maximum after two cycles.

# 95th percentile volume exceeds capacity, queue may be longer.

 Queue shown is maximum after two cycles.

S-B-227
HCM Signalized Intersection Capacity Analysis

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2030 Base Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 4

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 229 557 0 0 389 176 199 2 427 0 0 0

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0 5.0

Lane Util. Factor 1.00 0.95 0.95 1.00 1.00

Frt 1.00 1.00 0.95 1.00 0.85

Flt Protected 0.95 1.00 1.00 0.95 1.00

Satd. Flow (prot) 1770 3539 3374 1770 1585

Flt Permitted 0.95 1.00 1.00 0.95 1.00

Satd. Flow (perm) 1770 3539 3374 1770 1585

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 249 605 0 0 423 191 216 2 464 0 0 0

RTOR Reduction (vph) 0 0 0 0 75 0 0 165 0 0 0 0

Lane Group Flow (vph) 249 605 0 0 539 0 216 301 0 0 0 0

Turn Type Prot Split

Protected Phases 7 4 8 2 2

Permitted Phases

Actuated Green, G (s) 9.0 37.0 23.0 23.0 23.0

Effective Green, g (s) 9.0 37.0 23.0 23.0 23.0

Actuated g/C Ratio 0.13 0.53 0.33 0.33 0.33

Clearance Time (s) 5.0 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 228 1871 1109 582 521

v/s Ratio Prot c0.14 0.17 c0.16 0.12 c0.19

v/s Ratio Perm

v/c Ratio 1.09 0.32 0.49 0.37 0.58

Uniform Delay, d1 30.5 9.4 18.8 18.0 19.5

Progression Factor 1.30 1.47 1.00 1.00 1.00

Incremental Delay, d2 79.8 0.4 1.5 1.8 4.6

Delay (s) 119.3 14.1 20.3 19.8 24.1

Level of Service F B C B C

Approach Delay (s) 44.8 20.3 22.7 0.0

Approach LOS D C C A

Intersection Summary

HCM Average Control Delay 30.8 HCM Level of Service C

HCM Volume to Capacity ratio 0.62

Actuated Cycle Length (s) 70.0 Sum of lost time (s) 15.0

Intersection Capacity Utilization 89.4% ICU Level of Service E

Analysis Period (min) 15

c Critical Lane Group

S-B-228
Timings

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2030 Base Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 5

Lane Group EBT EBR WBL WBT SBL SBT

Lane Configurations

Volume (vph) 468 558 321 267 318 1

Turn Type Perm Prot Split

Protected Phases 4 3 8 6 6

Permitted Phases 4

Detector Phase 4 4 3 8 6 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 9.0 21.0 28.0 28.0

Total Split (s) 21.0 21.0 21.0 42.0 28.0 28.0

Total Split (%) 30.0% 30.0% 30.0% 60.0% 40.0% 40.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0

Lead/Lag Lead Lead Lag

Lead-Lag Optimize? Yes Yes Yes

Recall Mode C-Max C-Max None C-Max Max Max

Act Effct Green (s) 16.0 16.0 16.0 37.0 23.0 23.0

Actuated g/C Ratio 0.23 0.23 0.23 0.53 0.33 0.33

v/c Ratio 0.63 0.73 0.86 0.15 0.59 0.53

Control Delay 28.4 8.4 43.4 8.3 24.7 4.8

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 28.4 8.4 43.4 8.3 24.7 4.8

LOS C A D A C A

Approach Delay 17.5 27.5 13.7

Approach LOS B C B

Intersection Summary

Cycle Length: 70

Actuated Cycle Length: 70

Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green

Natural Cycle: 70

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.86

Intersection Signal Delay: 18.8 Intersection LOS: B

Intersection Capacity Utilization 89.4% ICU Level of Service E

Analysis Period (min) 15

Splits and Phases: 2: Dale Evans Parkway & I-15 SB Ramps

S-B-229
Phasings

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2030 Base Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 6

Lane Group EBT EBR WBL WBT SBL SBT

Protected Phases 4 3 8 6 6

Permitted Phases 4

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 9.0 21.0 28.0 28.0

Total Split (s) 21.0 21.0 21.0 42.0 28.0 28.0

Total Split (%) 30.0% 30.0% 30.0% 60.0% 40.0% 40.0%

Maximum Green (s) 16.0 16.0 16.0 37.0 23.0 23.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lead Lead Lag

Lead-Lag Optimize? Yes Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0

Recall Mode C-Max C-Max None C-Max Max Max

Walk Time (s) 5.0 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0 18.0 18.0

Pedestrian Calls (#/hr) 5 5 5 5 5

90th %ile Green (s) 16.0 16.0 16.0 37.0 23.0 23.0

90th %ile Term Code Coord Coord Max Coord MaxR MaxR

70th %ile Green (s) 16.0 16.0 16.0 37.0 23.0 23.0

70th %ile Term Code Coord Coord Max Coord MaxR MaxR

50th %ile Green (s) 16.0 16.0 16.0 37.0 23.0 23.0

50th %ile Term Code Coord Coord Max Coord MaxR MaxR

30th %ile Green (s) 16.0 16.0 16.0 37.0 23.0 23.0

30th %ile Term Code Coord Coord Max Coord MaxR MaxR

10th %ile Green (s) 16.0 16.0 16.0 37.0 23.0 23.0

10th %ile Term Code Coord Coord Hold Coord MaxR MaxR

Intersection Summary

Cycle Length: 70

Actuated Cycle Length: 70

Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green

Control Type: Actuated-Coordinated

S-B-230
Queues

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2030 Base Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 7

Lane Group EBT EBR WBL WBT SBL SBT

Lane Group Flow (vph) 509 607 349 290 346 431

v/c Ratio 0.63 0.73 0.86 0.15 0.59 0.53

Control Delay 28.4 8.4 43.4 8.3 24.7 4.8

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 28.4 8.4 43.4 8.3 24.7 4.8

Queue Length 50th (ft) 104 0 118 30 123 0

Queue Length 95th (ft) 152 86 #286 46 203 57

Internal Link Dist (ft) 920 820 1339

Turn Bay Length (ft) 300 300

Base Capacity (vph) 809 830 405 1871 582 809

Starvation Cap Reductn 0 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0

Reduced v/c Ratio 0.63 0.73 0.86 0.15 0.59 0.53

Intersection Summary

# 95th percentile volume exceeds capacity, queue may be longer.

 Queue shown is maximum after two cycles.

S-B-231
HCM Signalized Intersection Capacity Analysis

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2030 Base Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 8

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 0 468 558 321 267 0 0 0 0 318 1 396

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0

Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00

Frt 1.00 0.85 1.00 1.00 1.00 0.85

Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00

Satd. Flow (prot) 3539 1583 1770 3539 1770 1584

Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00

Satd. Flow (perm) 3539 1583 1770 3539 1770 1584

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 0 509 607 349 290 0 0 0 0 346 1 430

RTOR Reduction (vph) 0 0 468 0 0 0 0 0 0 0 289 0

Lane Group Flow (vph) 0 509 139 349 290 0 0 0 0 346 142 0

Turn Type Perm Prot Split

Protected Phases 4 3 8 6 6

Permitted Phases 4

Actuated Green, G (s) 16.0 16.0 16.0 37.0 23.0 23.0

Effective Green, g (s) 16.0 16.0 16.0 37.0 23.0 23.0

Actuated g/C Ratio 0.23 0.23 0.23 0.53 0.33 0.33

Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 809 362 405 1871 582 520

v/s Ratio Prot c0.14 c0.20 0.08 c0.20 0.09

v/s Ratio Perm 0.09

v/c Ratio 0.63 0.38 0.86 0.15 0.59 0.27

Uniform Delay, d1 24.3 22.8 25.9 8.5 19.6 17.3

Progression Factor 1.00 1.00 0.83 0.95 1.00 1.00

Incremental Delay, d2 3.7 3.1 15.5 0.2 4.4 1.3

Delay (s) 28.0 25.9 36.9 8.2 24.0 18.6

Level of Service C C D A C B

Approach Delay (s) 26.9 23.9 0.0 21.0

Approach LOS C C A C

Intersection Summary

HCM Average Control Delay 24.3 HCM Level of Service C

HCM Volume to Capacity ratio 0.68

Actuated Cycle Length (s) 70.0 Sum of lost time (s) 15.0

Intersection Capacity Utilization 89.4% ICU Level of Service E

Analysis Period (min) 15

c Critical Lane Group

S-B-232
Timings

5: Dale Evans Parkway & Future Road 5/26/2010

2030 Base Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 9

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT

Lane Configurations

Volume (vph) 17 141 363 420 89 515 722 401 485 969

Turn Type Prot Perm Prot Prot Perm Prot

Protected Phases 7 4 3 8 5 2 1 6

Permitted Phases 4 2

Detector Phase 7 4 4 3 8 5 2 2 1 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 9.0 44.0 44.0 9.0 44.0 9.0 44.0 44.0 9.0 44.0

Total Split (s) 28.0 44.0 44.0 28.0 44.0 34.0 44.0 44.0 34.0 44.0

Total Split (%) 18.7% 29.3% 29.3% 18.7% 29.3% 22.7% 29.3% 29.3% 22.7% 29.3%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Lead/Lag Lag Lead Lead Lag Lead Lag Lag Lag Lead Lead

Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes

Recall Mode None None None None None None C-Max C-Max None C-Max

Act Effct Green (s) 18.8 17.0 17.0 24.0 26.6 29.0 61.9 61.9 27.1 59.9

Actuated g/C Ratio 0.13 0.11 0.11 0.16 0.18 0.19 0.41 0.41 0.18 0.40

v/c Ratio 0.08 0.38 0.77 0.83 0.37 0.84 0.37 0.51 0.85 0.53

Control Delay 53.8 62.0 17.3 74.4 22.0 66.1 30.1 12.1 73.1 37.4

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 53.8 62.0 17.3 74.4 22.0 66.1 30.1 12.1 73.1 37.4

LOS D E B E C E C B E D

Approach Delay 30.5 55.2 37.0 49.2

Approach LOS C E D D

Intersection Summary

Cycle Length: 150

Actuated Cycle Length: 150

Offset: 96 (64%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Natural Cycle: 130

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.85

Intersection Signal Delay: 43.2 Intersection LOS: D

Intersection Capacity Utilization 66.4% ICU Level of Service C

Analysis Period (min) 15

Splits and Phases: 5: Dale Evans Parkway & Future Road

S-B-233
Phasings

5: Dale Evans Parkway & Future Road 5/26/2010

2030 Base Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 10

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT

Protected Phases 7 4 3 8 5 2 1 6

Permitted Phases 4 2

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 9.0 44.0 44.0 9.0 44.0 9.0 44.0 44.0 9.0 44.0

Total Split (s) 28.0 44.0 44.0 28.0 44.0 34.0 44.0 44.0 34.0 44.0

Total Split (%) 18.7% 29.3% 29.3% 18.7% 29.3% 22.7% 29.3% 29.3% 22.7% 29.3%

Maximum Green (s) 23.0 39.0 39.0 23.0 39.0 29.0 39.0 39.0 29.0 39.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lag Lead Lead Lag Lead Lag Lag Lag Lead Lead

Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Recall Mode None None None None None None C-Max C-Max None C-Max

Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 34.0 34.0 34.0 34.0 34.0 34.0

Pedestrian Calls (#/hr) 5 5 5 5 5 5

90th %ile Green (s) 23.0 39.0 39.0 23.0 39.0 29.0 39.0 39.0 29.0 39.0

90th %ile Term Code Hold Ped Ped Max Ped Max Coord Coord Max Coord

70th %ile Green (s) 30.9 15.2 15.2 27.9 12.2 29.0 56.3 56.3 30.6 57.9

70th %ile Term Code Hold Gap Gap Gap Gap Max Coord Coord Gap Coord

50th %ile Green (s) 28.5 11.9 11.9 25.7 9.1 29.0 64.3 64.3 28.1 63.4

50th %ile Term Code Hold Gap Gap Gap Gap Max Coord Coord Gap Coord

30th %ile Green (s) 0.0 10.5 10.5 23.4 38.9 29.0 70.4 70.4 25.7 67.1

30th %ile Term Code Skip Gap Gap Gap Hold Hold Coord Coord Gap Coord

10th %ile Green (s) 0.0 8.6 8.6 20.1 33.7 29.0 79.3 79.3 22.0 72.3

10th %ile Term Code Skip Gap Gap Gap Hold Hold Coord Coord Gap Coord

Intersection Summary

Cycle Length: 150

Actuated Cycle Length: 150

Offset: 96 (64%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Control Type: Actuated-Coordinated

S-B-234
Queues

5: Dale Evans Parkway & Future Road 5/26/2010

2030 Base Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 11

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT

Lane Group Flow (vph) 18 153 395 457 263 560 785 436 527 1075

v/c Ratio 0.08 0.38 0.77 0.83 0.37 0.84 0.37 0.51 0.85 0.53

Control Delay 53.8 62.0 17.3 74.4 22.0 66.1 30.1 12.1 73.1 37.4

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 53.8 62.0 17.3 74.4 22.0 66.1 30.1 12.1 73.1 37.4

Queue Length 50th (ft) 15 77 20 223 49 278 172 79 258 279

Queue Length 95th (ft) 41 93 112 #316 77 #360 245 173 324 421

Internal Link Dist (ft) 1660 920 920 1521

Turn Bay Length (ft) 100 150 100

Base Capacity (vph) 303 920 688 563 956 664 2097 855 671 2027

Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0

Reduced v/c Ratio 0.06 0.17 0.57 0.81 0.28 0.84 0.37 0.51 0.79 0.53

Intersection Summary

# 95th percentile volume exceeds capacity, queue may be longer.

 Queue shown is maximum after two cycles.

S-B-235
HCM Signalized Intersection Capacity Analysis

5: Dale Evans Parkway & Future Road 5/26/2010

2030 Base Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 12

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 17 141 363 420 89 153 515 722 401 485 969 20

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 0.97 0.91 1.00 0.97 0.91

Frt 1.00 1.00 0.85 1.00 0.91 1.00 1.00 0.85 1.00 1.00

Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00

Satd. Flow (prot) 1770 3539 1583 3433 3204 3433 5085 1583 3433 5070

Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00

Satd. Flow (perm) 1770 3539 1583 3433 3204 3433 5085 1583 3433 5070

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 18 153 395 457 97 166 560 785 436 527 1053 22

RTOR Reduction (vph) 0 0 332 0 137 0 0 0 207 0 1 0

Lane Group Flow (vph) 18 153 63 457 126 0 560 785 229 527 1074 0

Turn Type Prot Perm Prot Prot Perm Prot

Protected Phases 7 4 3 8 5 2 1 6

Permitted Phases 4 2

Actuated Green, G (s) 16.5 17.0 17.0 26.1 26.6 29.1 59.8 59.8 27.1 57.8

Effective Green, g (s) 16.5 17.0 17.0 26.1 26.6 29.1 59.8 59.8 27.1 57.8

Actuated g/C Ratio 0.11 0.11 0.11 0.17 0.18 0.19 0.40 0.40 0.18 0.39

Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 195 401 179 597 568 666 2027 631 620 1954

v/s Ratio Prot 0.01 c0.04 c0.13 0.04 c0.16 0.15 c0.15 c0.21

v/s Ratio Perm 0.04 0.14

v/c Ratio 0.09 0.38 0.35 0.77 0.22 0.84 0.39 0.36 0.85 0.55

Uniform Delay, d1 60.0 61.6 61.4 59.0 52.8 58.2 32.1 31.7 59.5 35.9

Progression Factor 1.00 1.00 1.00 1.00 1.00 0.92 0.89 1.13 1.00 1.00

Incremental Delay, d2 0.2 0.6 1.2 5.8 0.2 9.1 0.5 1.6 10.8 1.1

Delay (s) 60.2 62.2 62.6 64.9 53.0 62.8 29.1 37.5 70.3 37.1

Level of Service E E E E D E C D E D

Approach Delay (s) 62.5 60.5 41.7 48.0

Approach LOS E E D D

Intersection Summary

HCM Average Control Delay 49.3 HCM Level of Service D

HCM Volume to Capacity ratio 0.69

Actuated Cycle Length (s) 150.0 Sum of lost time (s) 20.0

Intersection Capacity Utilization 66.4% ICU Level of Service C

Analysis Period (min) 15

c Critical Lane Group

S-B-236
Timings

6: Future Road 2 & Future Road 5/26/2010

2030 Base Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 13

Lane Group EBL EBR NBL NBT SBT

Lane Configurations

Volume (vph) 48 99 71 1590 1688

Turn Type Perm Prot

Protected Phases 4 5 2 6

Permitted Phases 4

Detector Phase 4 4 5 2 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 9.0 21.0 21.0

Total Split (s) 23.0 23.0 14.0 52.0 38.0

Total Split (%) 30.7% 30.7% 18.7% 69.3% 50.7%

Yellow Time (s) 3.0 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Recall Mode None None None C-Max C-Max

Act Effct Green (s) 8.8 8.8 9.1 60.9 49.7

Actuated g/C Ratio 0.12 0.12 0.12 0.81 0.66

v/c Ratio 0.25 0.38 0.36 0.33 0.45

Control Delay 31.2 10.3 31.6 2.2 10.8

Queue Delay 0.0 0.0 0.0 0.0 0.0

Total Delay 31.2 10.3 31.6 2.2 10.8

LOS C B C A B

Approach Delay 17.1 3.4 10.8

Approach LOS B A B

Intersection Summary

Cycle Length: 75

Actuated Cycle Length: 75

Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Natural Cycle: 55

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.45

Intersection Signal Delay: 7.6 Intersection LOS: A

Intersection Capacity Utilization 42.8% ICU Level of Service A

Analysis Period (min) 15

Splits and Phases: 6: Future Road 2 & Future Road

S-B-237
Phasings

6: Future Road 2 & Future Road 5/26/2010

2030 Base Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 14

Lane Group EBL EBR NBL NBT SBT

Protected Phases 4 5 2 6

Permitted Phases 4

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 9.0 21.0 21.0

Total Split (s) 23.0 23.0 14.0 52.0 38.0

Total Split (%) 30.7% 30.7% 18.7% 69.3% 50.7%

Maximum Green (s) 19.0 19.0 10.0 48.0 34.0

Yellow Time (s) 3.0 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0

Recall Mode None None None C-Max C-Max

Walk Time (s) 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0

Pedestrian Calls (#/hr) 5 5 5

90th %ile Green (s) 16.0 16.0 10.0 51.0 37.0

90th %ile Term Code Ped Ped Max Coord Coord

70th %ile Green (s) 8.6 8.6 10.0 58.4 44.4

70th %ile Term Code Gap Gap Hold Coord Coord

50th %ile Green (s) 7.6 7.6 10.0 59.4 45.4

50th %ile Term Code Gap Gap Hold Coord Coord

30th %ile Green (s) 6.5 6.5 10.0 60.5 46.5

30th %ile Term Code Gap Gap Hold Coord Coord

10th %ile Green (s) 0.0 0.0 0.0 71.0 71.0

10th %ile Term Code Skip Skip Skip Coord Coord

Intersection Summary

Cycle Length: 75

Actuated Cycle Length: 75

Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Control Type: Actuated-Coordinated

S-B-238
Queues

6: Future Road 2 & Future Road 5/26/2010

2030 Base Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 15

Lane Group EBL EBR NBL NBT SBT

Lane Group Flow (vph) 52 108 77 1728 1906

v/c Ratio 0.25 0.38 0.36 0.33 0.45

Control Delay 31.2 10.3 31.6 2.2 10.8

Queue Delay 0.0 0.0 0.0 0.0 0.0

Total Delay 31.2 10.3 31.6 2.2 10.8

Queue Length 50th (ft) 23 0 33 40 390

Queue Length 95th (ft) 48 37 73 62 179

Internal Link Dist (ft) 813 420 920

Turn Bay Length (ft) 100

Base Capacity (vph) 448 482 236 5200 4222

Starvation Cap Reductn 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0

Reduced v/c Ratio 0.12 0.22 0.33 0.33 0.45

Intersection Summary

S-B-239
HCM Signalized Intersection Capacity Analysis

6: Future Road 2 & Future Road 5/26/2010

2030 Base Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 16

Movement EBL EBR NBL NBT SBT SBR

Lane Configurations

Volume (vph) 48 99 71 1590 1688 65

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0 4.0 4.0

Lane Util. Factor 1.00 1.00 1.00 0.86 0.86

Frt 1.00 0.85 1.00 1.00 0.99

Flt Protected 0.95 1.00 0.95 1.00 1.00

Satd. Flow (prot) 1770 1583 1770 6408 6372

Flt Permitted 0.95 1.00 0.95 1.00 1.00

Satd. Flow (perm) 1770 1583 1770 6408 6372

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 52 108 77 1728 1835 71

RTOR Reduction (vph) 0 97 0 0 5 0

Lane Group Flow (vph) 52 11 77 1728 1901 0

Turn Type Perm Prot

Protected Phases 4 5 2 6

Permitted Phases 4

Actuated Green, G (s) 7.7 7.7 8.0 59.3 47.3

Effective Green, g (s) 7.7 7.7 8.0 59.3 47.3

Actuated g/C Ratio 0.10 0.10 0.11 0.79 0.63

Clearance Time (s) 4.0 4.0 4.0 4.0 4.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 182 163 189 5067 4019

v/s Ratio Prot c0.03 0.04 c0.27 c0.30

v/s Ratio Perm 0.01

v/c Ratio 0.29 0.07 0.41 0.34 0.47

Uniform Delay, d1 31.1 30.4 31.3 2.2 7.3

Progression Factor 1.00 1.00 0.90 0.73 1.27

Incremental Delay, d2 0.9 0.2 1.4 0.2 0.3

Delay (s) 32.0 30.6 29.7 1.8 9.6

Level of Service C C C A A

Approach Delay (s) 31.0 3.0 9.6

Approach LOS C A A

Intersection Summary

HCM Average Control Delay 7.4 HCM Level of Service A

HCM Volume to Capacity ratio 0.42

Actuated Cycle Length (s) 75.0 Sum of lost time (s) 8.0

Intersection Capacity Utilization 42.8% ICU Level of Service A

Analysis Period (min) 15

c Critical Lane Group

S-B-240
Timings

7: Future Road 3 & Future Road 5/26/2010

2030 Base Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 17

Lane Group EBL EBR NBL NBT SBT

Lane Configurations

Volume (vph) 145 297 239 1515 1570

Turn Type Perm Prot

Protected Phases 4 5 2 6

Permitted Phases 4

Detector Phase 4 4 5 2 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 8.0 20.0 20.0

Total Split (s) 20.0 20.0 22.0 55.0 33.0

Total Split (%) 26.7% 26.7% 29.3% 73.3% 44.0%

Yellow Time (s) 3.0 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Recall Mode None None None C-Max C-Max

Act Effct Green (s) 11.8 11.8 18.0 55.2 33.2

Actuated g/C Ratio 0.16 0.16 0.24 0.74 0.44

v/c Ratio 0.57 0.62 0.61 0.35 0.69

Control Delay 36.7 9.1 32.6 4.0 13.4

Queue Delay 0.0 0.0 0.0 0.0 0.0

Total Delay 36.7 9.1 32.6 4.0 13.4

LOS D A C A B

Approach Delay 18.2 7.9 13.4

Approach LOS B A B

Intersection Summary

Cycle Length: 75

Actuated Cycle Length: 75

Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Natural Cycle: 60

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.69

Intersection Signal Delay: 11.5 Intersection LOS: B

Intersection Capacity Utilization 57.6% ICU Level of Service B

Analysis Period (min) 15

Splits and Phases: 7: Future Road 3 & Future Road

S-B-241
Phasings

7: Future Road 3 & Future Road 5/26/2010

2030 Base Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 18

Lane Group EBL EBR NBL NBT SBT

Protected Phases 4 5 2 6

Permitted Phases 4

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 8.0 20.0 20.0

Total Split (s) 20.0 20.0 22.0 55.0 33.0

Total Split (%) 26.7% 26.7% 29.3% 73.3% 44.0%

Maximum Green (s) 16.0 16.0 18.0 51.0 29.0

Yellow Time (s) 3.0 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0

Recall Mode None None None C-Max C-Max

Walk Time (s) 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0

Pedestrian Calls (#/hr) 5 5 5

90th %ile Green (s) 16.0 16.0 18.0 51.0 29.0

90th %ile Term Code Max Max Max Coord Coord

70th %ile Green (s) 13.8 13.8 18.0 53.2 31.2

70th %ile Term Code Gap Gap Max Coord Coord

50th %ile Green (s) 11.9 11.9 18.0 55.1 33.1

50th %ile Term Code Gap Gap Hold Coord Coord

30th %ile Green (s) 10.0 10.0 18.0 57.0 35.0

30th %ile Term Code Gap Gap Hold Coord Coord

10th %ile Green (s) 7.3 7.3 18.0 59.7 37.7

10th %ile Term Code Gap Gap Hold Coord Coord

Intersection Summary

Cycle Length: 75

Actuated Cycle Length: 75

Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Control Type: Actuated-Coordinated

S-B-242
Queues

7: Future Road 3 & Future Road 5/26/2010

2030 Base Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 19

Lane Group EBL EBR NBL NBT SBT

Lane Group Flow (vph) 158 323 260 1647 1942

v/c Ratio 0.57 0.62 0.61 0.35 0.69

Control Delay 36.7 9.1 32.6 4.0 13.4

Queue Delay 0.0 0.0 0.0 0.0 0.0

Total Delay 36.7 9.1 32.6 4.0 13.4

Queue Length 50th (ft) 69 0 108 62 80

Queue Length 95th (ft) 118 62 183 98 200

Internal Link Dist (ft) 873 420 420

Turn Bay Length (ft) 200

Base Capacity (vph) 378 592 425 4716 2816

Starvation Cap Reductn 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0

Reduced v/c Ratio 0.42 0.55 0.61 0.35 0.69

Intersection Summary

S-B-243
HCM Signalized Intersection Capacity Analysis

7: Future Road 3 & Future Road 5/26/2010

2030 Base Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 20

Movement EBL EBR NBL NBT SBT SBR

Lane Configurations

Volume (vph) 145 297 239 1515 1570 216

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0 4.0 4.0

Lane Util. Factor 1.00 1.00 1.00 0.86 0.86

Frt 1.00 0.85 1.00 1.00 0.98

Flt Protected 0.95 1.00 0.95 1.00 1.00

Satd. Flow (prot) 1770 1583 1770 6408 6292

Flt Permitted 0.95 1.00 0.95 1.00 1.00

Satd. Flow (perm) 1770 1583 1770 6408 6292

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 158 323 260 1647 1707 235

RTOR Reduction (vph) 0 272 0 0 30 0

Lane Group Flow (vph) 158 51 260 1647 1912 0

Turn Type Perm Prot

Protected Phases 4 5 2 6

Permitted Phases 4

Actuated Green, G (s) 11.8 11.8 18.0 55.2 33.2

Effective Green, g (s) 11.8 11.8 18.0 55.2 33.2

Actuated g/C Ratio 0.16 0.16 0.24 0.74 0.44

Clearance Time (s) 4.0 4.0 4.0 4.0 4.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 278 249 425 4716 2785

v/s Ratio Prot c0.09 c0.15 0.26 c0.30

v/s Ratio Perm 0.03

v/c Ratio 0.57 0.20 0.61 0.35 0.69

Uniform Delay, d1 29.2 27.5 25.4 3.5 16.7

Progression Factor 1.00 1.00 1.00 1.00 0.72

Incremental Delay, d2 2.7 0.4 2.6 0.2 1.3

Delay (s) 31.9 27.9 28.0 3.7 13.4

Level of Service C C C A B

Approach Delay (s) 29.2 7.0 13.4

Approach LOS C A B

Intersection Summary

HCM Average Control Delay 12.4 HCM Level of Service B

HCM Volume to Capacity ratio 0.64

Actuated Cycle Length (s) 75.0 Sum of lost time (s) 12.0

Intersection Capacity Utilization 57.6% ICU Level of Service B

Analysis Period (min) 15

c Critical Lane Group

S-B-244
2030 Conditions

Base + EMU

S-B-245
S-B-246
Timings

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 1

Lane Group EBL EBT WBT NBL NBT

Lane Configurations

Volume (vph) 266 668 538 993 2

Turn Type Prot Split

Protected Phases 7 4 8 2 2

Permitted Phases

Detector Phase 7 4 8 2 2

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 9.0 28.0 28.0 28.0 28.0

Total Split (s) 14.0 42.0 28.0 28.0 28.0

Total Split (%) 20.0% 60.0% 40.0% 40.0% 40.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0

Lead/Lag Lead Lag

Lead-Lag Optimize? Yes Yes

Recall Mode None C-Max C-Max Max Max

Act Effct Green (s) 9.0 37.0 23.0 23.0 23.0

Actuated g/C Ratio 0.13 0.53 0.33 0.33 0.33

v/c Ratio 1.27 0.39 0.67 1.85 0.73

Control Delay 175.5 17.2 21.7 412.6 20.3

Queue Delay 0.0 0.0 0.0 0.0 0.0

Total Delay 175.5 17.2 21.7 412.6 20.3

LOS F B C F C

Approach Delay 62.3 21.7 294.3

Approach LOS E C F

Intersection Summary

Cycle Length: 70

Actuated Cycle Length: 70

Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green

Natural Cycle: 120

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 1.85

Intersection Signal Delay: 160.3 Intersection LOS: F

Intersection Capacity Utilization 129.1% ICU Level of Service H

Analysis Period (min) 15

Splits and Phases: 1: Dale Evans Parkway & I-15 NB Ramps

S-B-247
Phasings

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 2

Lane Group EBL EBT WBT NBL NBT

Protected Phases 7 4 8 2 2

Permitted Phases

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 9.0 28.0 28.0 28.0 28.0

Total Split (s) 14.0 42.0 28.0 28.0 28.0

Total Split (%) 20.0% 60.0% 40.0% 40.0% 40.0%

Maximum Green (s) 9.0 37.0 23.0 23.0 23.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lead Lag

Lead-Lag Optimize? Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0

Recall Mode None C-Max C-Max Max Max

Walk Time (s) 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 18.0 18.0 18.0 18.0

Pedestrian Calls (#/hr) 5 5 5 5

90th %ile Green (s) 9.0 37.0 23.0 23.0 23.0

90th %ile Term Code Max Coord Coord MaxR MaxR

70th %ile Green (s) 9.0 37.0 23.0 23.0 23.0

70th %ile Term Code Max Coord Coord MaxR MaxR

50th %ile Green (s) 9.0 37.0 23.0 23.0 23.0

50th %ile Term Code Max Coord Coord MaxR MaxR

30th %ile Green (s) 9.0 37.0 23.0 23.0 23.0

30th %ile Term Code Max Coord Coord MaxR MaxR

10th %ile Green (s) 9.0 37.0 23.0 23.0 23.0

10th %ile Term Code Max Coord Coord MaxR MaxR

Intersection Summary

Cycle Length: 70

Actuated Cycle Length: 70

Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green

Control Type: Actuated-Coordinated

S-B-248
Queues

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 3

Lane Group EBL EBT WBT NBL NBT

Lane Group Flow (vph) 289 726 776 1079 466

v/c Ratio 1.27 0.39 0.67 1.85 0.73

Control Delay 175.5 17.2 21.7 412.6 20.3

Queue Delay 0.0 0.0 0.0 0.0 0.0

Total Delay 175.5 17.2 21.7 412.6 20.3

Queue Length 50th (ft) ~162 99 135 ~723 105

Queue Length 95th (ft) m#251 m127 194 #944 #220

Internal Link Dist (ft) 820 380 2022

Turn Bay Length (ft) 225 150

Base Capacity (vph) 228 1871 1165 582 642

Starvation Cap Reductn 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0

Reduced v/c Ratio 1.27 0.39 0.67 1.85 0.73

Intersection Summary

~ Volume exceeds capacity, queue is theoretically infinite.

 Queue shown is maximum after two cycles.

# 95th percentile volume exceeds capacity, queue may be longer.

 Queue shown is maximum after two cycles.

m Volume for 95th percentile queue is metered by upstream signal.

S-B-249
HCM Signalized Intersection Capacity Analysis

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 4

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 266 668 0 0 538 176 993 2 427 0 0 0

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0 5.0

Lane Util. Factor 1.00 0.95 0.95 1.00 1.00

Frt 1.00 1.00 0.96 1.00 0.85

Flt Protected 0.95 1.00 1.00 0.95 1.00

Satd. Flow (prot) 1770 3539 3409 1770 1585

Flt Permitted 0.95 1.00 1.00 0.95 1.00

Satd. Flow (perm) 1770 3539 3409 1770 1585

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 289 726 0 0 585 191 1079 2 464 0 0 0

RTOR Reduction (vph) 0 0 0 0 45 0 0 121 0 0 0 0

Lane Group Flow (vph) 289 726 0 0 731 0 1079 345 0 0 0 0

Turn Type Prot Split

Protected Phases 7 4 8 2 2

Permitted Phases

Actuated Green, G (s) 9.0 37.0 23.0 23.0 23.0

Effective Green, g (s) 9.0 37.0 23.0 23.0 23.0

Actuated g/C Ratio 0.13 0.53 0.33 0.33 0.33

Clearance Time (s) 5.0 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 228 1871 1120 582 521

v/s Ratio Prot c0.16 0.21 c0.21 c0.61 0.22

v/s Ratio Perm

v/c Ratio 1.27 0.39 0.65 1.85 0.66

Uniform Delay, d1 30.5 9.8 20.1 23.5 20.2

Progression Factor 1.24 1.69 1.00 1.00 1.00

Incremental Delay, d2 140.9 0.4 3.0 390.9 6.5

Delay (s) 178.7 16.9 23.1 414.4 26.7

Level of Service F B C F C

Approach Delay (s) 63.0 23.1 297.4 0.0

Approach LOS E C F A

Intersection Summary

HCM Average Control Delay 162.3 HCM Level of Service F

HCM Volume to Capacity ratio 1.26

Actuated Cycle Length (s) 70.0 Sum of lost time (s) 15.0

Intersection Capacity Utilization 129.1% ICU Level of Service H

Analysis Period (min) 15

c Critical Lane Group

S-B-250
Timings

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 5

Lane Group EBT EBR WBL WBT SBL SBT

Lane Configurations

Volume (vph) 616 1149 321 1210 318 1

Turn Type Perm Prot Split

Protected Phases 4 3 8 6 6

Permitted Phases 4

Detector Phase 4 4 3 8 6 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 9.0 21.0 28.0 28.0

Total Split (s) 21.0 21.0 21.0 42.0 28.0 28.0

Total Split (%) 30.0% 30.0% 30.0% 60.0% 40.0% 40.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0

Lead/Lag Lead Lead Lag

Lead-Lag Optimize? Yes Yes Yes

Recall Mode C-Max C-Max None C-Max Max Max

Act Effct Green (s) 16.0 16.0 16.0 37.0 23.0 23.0

Actuated g/C Ratio 0.23 0.23 0.23 0.53 0.33 0.33

v/c Ratio 0.83 1.38 0.86 0.70 0.59 0.89

Control Delay 36.4 194.5 32.4 14.7 24.7 42.2

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 36.4 194.5 32.4 14.7 24.7 42.2

LOS D F C B C D

Approach Delay 139.3 18.4 34.9

Approach LOS F B C

Intersection Summary

Cycle Length: 70

Actuated Cycle Length: 70

Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green

Natural Cycle: 130

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 1.38

Intersection Signal Delay: 74.1 Intersection LOS: E

Intersection Capacity Utilization 129.1% ICU Level of Service H

Analysis Period (min) 15

Splits and Phases: 2: Dale Evans Parkway & I-15 SB Ramps

S-B-251
Phasings

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 6

Lane Group EBT EBR WBL WBT SBL SBT

Protected Phases 4 3 8 6 6

Permitted Phases 4

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 9.0 21.0 28.0 28.0

Total Split (s) 21.0 21.0 21.0 42.0 28.0 28.0

Total Split (%) 30.0% 30.0% 30.0% 60.0% 40.0% 40.0%

Maximum Green (s) 16.0 16.0 16.0 37.0 23.0 23.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lead Lead Lag

Lead-Lag Optimize? Yes Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0

Recall Mode C-Max C-Max None C-Max Max Max

Walk Time (s) 5.0 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0 18.0 18.0

Pedestrian Calls (#/hr) 5 5 5 5 5

90th %ile Green (s) 16.0 16.0 16.0 37.0 23.0 23.0

90th %ile Term Code Coord Coord Max Coord MaxR MaxR

70th %ile Green (s) 16.0 16.0 16.0 37.0 23.0 23.0

70th %ile Term Code Coord Coord Max Coord MaxR MaxR

50th %ile Green (s) 16.0 16.0 16.0 37.0 23.0 23.0

50th %ile Term Code Coord Coord Max Coord MaxR MaxR

30th %ile Green (s) 16.0 16.0 16.0 37.0 23.0 23.0

30th %ile Term Code Coord Coord Max Coord MaxR MaxR

10th %ile Green (s) 16.0 16.0 16.0 37.0 23.0 23.0

10th %ile Term Code Coord Coord Hold Coord MaxR MaxR

Intersection Summary

Cycle Length: 70

Actuated Cycle Length: 70

Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green

Control Type: Actuated-Coordinated

S-B-252
Queues

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 7

Lane Group EBT EBR WBL WBT SBL SBT

Lane Group Flow (vph) 670 1249 349 1315 346 486

v/c Ratio 0.83 1.38 0.86 0.70 0.59 0.89

Control Delay 36.4 194.5 32.4 14.7 24.7 42.2

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 36.4 194.5 32.4 14.7 24.7 42.2

Queue Length 50th (ft) 145 ~478 142 234 123 182

Queue Length 95th (ft) #228 #715 m116 m186 203 #356

Internal Link Dist (ft) 920 820 1339

Turn Bay Length (ft) 300 300

Base Capacity (vph) 809 903 405 1871 582 546

Starvation Cap Reductn 0 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0

Reduced v/c Ratio 0.83 1.38 0.86 0.70 0.59 0.89

Intersection Summary

~ Volume exceeds capacity, queue is theoretically infinite.

 Queue shown is maximum after two cycles.

# 95th percentile volume exceeds capacity, queue may be longer.

 Queue shown is maximum after two cycles.

m Volume for 95th percentile queue is metered by upstream signal.

S-B-253
HCM Signalized Intersection Capacity Analysis

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 8

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 0 616 1149 321 1210 0 0 0 0 318 1 446

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0

Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00

Frt 1.00 0.85 1.00 1.00 1.00 0.85

Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00

Satd. Flow (prot) 3539 1583 1770 3539 1770 1584

Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00

Satd. Flow (perm) 3539 1583 1770 3539 1770 1584

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 0 670 1249 349 1315 0 0 0 0 346 1 485

RTOR Reduction (vph) 0 0 541 0 0 0 0 0 0 0 26 0

Lane Group Flow (vph) 0 670 708 349 1315 0 0 0 0 346 460 0

Turn Type Perm Prot Split

Protected Phases 4 3 8 6 6

Permitted Phases 4

Actuated Green, G (s) 16.0 16.0 16.0 37.0 23.0 23.0

Effective Green, g (s) 16.0 16.0 16.0 37.0 23.0 23.0

Actuated g/C Ratio 0.23 0.23 0.23 0.53 0.33 0.33

Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 809 362 405 1871 582 520

v/s Ratio Prot 0.19 c0.20 0.37 0.20 c0.29

v/s Ratio Perm c0.45

v/c Ratio 0.83 1.96 0.86 0.70 0.59 0.89

Uniform Delay, d1 25.7 27.0 25.9 12.4 19.6 22.3

Progression Factor 1.00 1.00 1.06 1.14 1.00 1.00

Incremental Delay, d2 9.5 440.3 1.9 0.2 4.4 19.4

Delay (s) 35.2 467.3 29.4 14.3 24.0 41.7

Level of Service D F C B C D

Approach Delay (s) 316.5 17.5 0.0 34.4

Approach LOS F B A C

Intersection Summary

HCM Average Control Delay 150.6 HCM Level of Service F

HCM Volume to Capacity ratio 1.19

Actuated Cycle Length (s) 70.0 Sum of lost time (s) 15.0

Intersection Capacity Utilization 129.1% ICU Level of Service H

Analysis Period (min) 15

c Critical Lane Group

S-B-254
Timings

3: Dale Evans Parkway & Station Access #1 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 9

Lane Group EBT WBL WBT NBL

Lane Configurations

Volume (vph) 1365 501 1154 2

Turn Type Prot

Protected Phases 4 3 8 2

Permitted Phases

Detector Phase 4 3 8 2

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 8.0 20.0 20.0

Total Split (s) 20.0 20.0 40.0 20.0

Total Split (%) 33.3% 33.3% 66.7% 33.3%

Yellow Time (s) 3.5 3.5 3.5 3.5

All-Red Time (s) 0.5 0.5 0.5 0.5

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Recall Mode None None None C-Max

Act Effct Green (s) 16.0 16.0 36.0 16.0

Actuated g/C Ratio 0.27 0.27 0.60 0.27

v/c Ratio 0.87 1.15 0.41 0.58

Control Delay 28.2 116.7 6.9 5.9

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 28.2 116.7 6.9 5.9

LOS C F A A

Approach Delay 28.2 40.1 5.9

Approach LOS C D A

Intersection Summary

Cycle Length: 60

Actuated Cycle Length: 60

Offset: 0 (0%), Referenced to phase 2:NBL and 6:, Start of Green

Natural Cycle: 65

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 1.15

Intersection Signal Delay: 31.4 Intersection LOS: C

Intersection Capacity Utilization 82.4% ICU Level of Service E

Analysis Period (min) 15

Splits and Phases: 3: Dale Evans Parkway & Station Access #1

S-B-255
Phasings

3: Dale Evans Parkway & Station Access #1 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 10

Lane Group EBT WBL WBT NBL

Protected Phases 4 3 8 2

Permitted Phases

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 8.0 20.0 20.0

Total Split (s) 20.0 20.0 40.0 20.0

Total Split (%) 33.3% 33.3% 66.7% 33.3%

Maximum Green (s) 16.0 16.0 36.0 16.0

Yellow Time (s) 3.5 3.5 3.5 3.5

All-Red Time (s) 0.5 0.5 0.5 0.5

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0

Recall Mode None None None C-Max

Walk Time (s) 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0

Pedestrian Calls (#/hr) 0 0 0

90th %ile Green (s) 16.0 16.0 36.0 16.0

90th %ile Term Code Max Max Hold Coord

70th %ile Green (s) 16.0 16.0 36.0 16.0

70th %ile Term Code Max Max Hold Coord

50th %ile Green (s) 16.0 16.0 36.0 16.0

50th %ile Term Code Max Max Hold Coord

30th %ile Green (s) 16.0 16.0 36.0 16.0

30th %ile Term Code Max Max Hold Coord

10th %ile Green (s) 16.0 16.0 36.0 16.0

10th %ile Term Code Max Max Hold Coord

Intersection Summary

Cycle Length: 60

Actuated Cycle Length: 60

Offset: 0 (0%), Referenced to phase 2:NBL and 6:, Start of Green

Control Type: Actuated-Coordinated

S-B-256
Queues

3: Dale Evans Parkway & Station Access #1 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 11

Lane Group EBT WBL WBT NBL

Lane Group Flow (vph) 1486 545 1254 437

v/c Ratio 0.87 1.15 0.41 0.58

Control Delay 28.2 116.7 6.9 5.9

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 28.2 116.7 6.9 5.9

Queue Length 50th (ft) 148 ~241 76 1

Queue Length 95th (ft) #209 #406 101 60

Internal Link Dist (ft) 920 920 1731

Turn Bay Length (ft) 200

Base Capacity (vph) 1709 472 3051 749

Starvation Cap Reductn 0 0 0 0

Spillback Cap Reductn 0 0 0 0

Storage Cap Reductn 0 0 0 0

Reduced v/c Ratio 0.87 1.15 0.41 0.58

Intersection Summary

~ Volume exceeds capacity, queue is theoretically infinite.

 Queue shown is maximum after two cycles.

# 95th percentile volume exceeds capacity, queue may be longer.

 Queue shown is maximum after two cycles.

S-B-257
HCM Signalized Intersection Capacity Analysis

3: Dale Evans Parkway & Station Access #1 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 12

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (vph) 1365 2 501 1154 2 400

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0 4.0

Lane Util. Factor 0.86 1.00 0.91 1.00

Frt 1.00 1.00 1.00 0.87

Flt Protected 1.00 0.95 1.00 1.00

Satd. Flow (prot) 6407 1770 5085 1612

Flt Permitted 1.00 0.95 1.00 1.00

Satd. Flow (perm) 6407 1770 5085 1612

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 1484 2 545 1254 2 435

RTOR Reduction (vph) 0 0 0 0 319 0

Lane Group Flow (vph) 1486 0 545 1254 118 0

Turn Type Prot

Protected Phases 4 3 8 2

Permitted Phases

Actuated Green, G (s) 16.0 16.0 36.0 16.0

Effective Green, g (s) 16.0 16.0 36.0 16.0

Actuated g/C Ratio 0.27 0.27 0.60 0.27

Clearance Time (s) 4.0 4.0 4.0 4.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 1709 472 3051 430

v/s Ratio Prot c0.23 c0.31 0.25 c0.07

v/s Ratio Perm

v/c Ratio 0.87 1.15 0.41 0.27

Uniform Delay, d1 21.0 22.0 6.4 17.4

Progression Factor 1.00 1.00 1.00 1.00

Incremental Delay, d2 5.0 91.3 0.1 1.6

Delay (s) 26.0 113.3 6.5 19.0

Level of Service C F A B

Approach Delay (s) 26.0 38.8 19.0

Approach LOS C D B

Intersection Summary

HCM Average Control Delay 31.4 HCM Level of Service C

HCM Volume to Capacity ratio 0.77

Actuated Cycle Length (s) 60.0 Sum of lost time (s) 12.0

Intersection Capacity Utilization 82.4% ICU Level of Service E

Analysis Period (min) 15

c Critical Lane Group

S-B-258
Timings

4: Dale Evans Parkway & Station Access #2 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 13

Lane Group EBT WBL WBT NBL

Lane Configurations

Volume (vph) 1287 115 1040 2

Turn Type Prot

Protected Phases 4 3 8 2

Permitted Phases

Detector Phase 4 3 8 2

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 8.0 20.0 20.0

Total Split (s) 20.0 10.0 30.0 20.0

Total Split (%) 40.0% 20.0% 60.0% 40.0%

Yellow Time (s) 3.5 3.5 3.5 3.5

All-Red Time (s) 0.5 0.5 0.5 0.5

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Recall Mode None None None C-Max

Act Effct Green (s) 15.7 6.0 23.7 18.3

Actuated g/C Ratio 0.31 0.12 0.47 0.37

v/c Ratio 0.70 0.59 0.37 0.14

Control Delay 17.2 35.2 8.5 4.5

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 17.2 35.2 8.5 4.5

LOS B D A A

Approach Delay 17.2 11.1 4.5

Approach LOS B B A

Intersection Summary

Cycle Length: 50

Actuated Cycle Length: 50

Offset: 0 (0%), Referenced to phase 2:NBL and 6:, Start of Green

Natural Cycle: 50

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.70

Intersection Signal Delay: 14.0 Intersection LOS: B

Intersection Capacity Utilization 40.1% ICU Level of Service A

Analysis Period (min) 15

Splits and Phases: 4: Dale Evans Parkway & Station Access #2

S-B-259
Phasings

4: Dale Evans Parkway & Station Access #2 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 14

Lane Group EBT WBL WBT NBL

Protected Phases 4 3 8 2

Permitted Phases

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 8.0 20.0 20.0

Total Split (s) 20.0 10.0 30.0 20.0

Total Split (%) 40.0% 20.0% 60.0% 40.0%

Maximum Green (s) 16.0 6.0 26.0 16.0

Yellow Time (s) 3.5 3.5 3.5 3.5

All-Red Time (s) 0.5 0.5 0.5 0.5

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0

Recall Mode None None None C-Max

Walk Time (s) 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0

Pedestrian Calls (#/hr) 0 0 0

90th %ile Green (s) 16.0 6.0 26.0 16.0

90th %ile Term Code Max Max Hold Coord

70th %ile Green (s) 16.0 6.0 26.0 16.0

70th %ile Term Code Max Max Hold Coord

50th %ile Green (s) 16.0 6.0 26.0 16.0

50th %ile Term Code Max Max Hold Coord

30th %ile Green (s) 16.0 6.0 26.0 16.0

30th %ile Term Code Max Max Hold Coord

10th %ile Green (s) 14.5 0.0 14.5 27.5

10th %ile Term Code Gap Skip Hold Coord

Intersection Summary

Cycle Length: 50

Actuated Cycle Length: 50

Offset: 0 (0%), Referenced to phase 2:NBL and 6:, Start of Green

Control Type: Actuated-Coordinated

S-B-260
Queues

4: Dale Evans Parkway & Station Access #2 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 15

Lane Group EBT WBL WBT NBL

Lane Group Flow (vph) 1401 125 1130 88

v/c Ratio 0.70 0.59 0.37 0.14

Control Delay 17.2 35.2 8.5 4.5

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 17.2 35.2 8.5 4.5

Queue Length 50th (ft) 101 36 49 0

Queue Length 95th (ft) 134 #94 67 23

Internal Link Dist (ft) 920 920 736

Turn Bay Length (ft) 200

Base Capacity (vph) 2051 212 3332 645

Starvation Cap Reductn 0 0 0 0

Spillback Cap Reductn 0 0 0 0

Storage Cap Reductn 0 0 0 0

Reduced v/c Ratio 0.68 0.59 0.34 0.14

Intersection Summary

# 95th percentile volume exceeds capacity, queue may be longer.

 Queue shown is maximum after two cycles.

S-B-261
HCM Signalized Intersection Capacity Analysis

4: Dale Evans Parkway & Station Access #2 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 16

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (vph) 1287 2 115 1040 2 79

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0 4.0

Lane Util. Factor 0.86 1.00 0.86 1.00

Frt 1.00 1.00 1.00 0.87

Flt Protected 1.00 0.95 1.00 1.00

Satd. Flow (prot) 6406 1770 6408 1615

Flt Permitted 1.00 0.95 1.00 1.00

Satd. Flow (perm) 6406 1770 6408 1615

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 1399 2 125 1130 2 86

RTOR Reduction (vph) 1 0 0 0 56 0

Lane Group Flow (vph) 1400 0 125 1130 32 0

Turn Type Prot

Protected Phases 4 3 8 2

Permitted Phases

Actuated Green, G (s) 15.7 4.8 24.5 17.5

Effective Green, g (s) 15.7 4.8 24.5 17.5

Actuated g/C Ratio 0.31 0.10 0.49 0.35

Clearance Time (s) 4.0 4.0 4.0 4.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 2011 170 3140 565

v/s Ratio Prot c0.22 c0.07 0.18 c0.02

v/s Ratio Perm

v/c Ratio 0.70 0.74 0.36 0.06

Uniform Delay, d1 15.1 22.0 7.9 10.8

Progression Factor 1.00 1.00 1.00 1.00

Incremental Delay, d2 1.1 15.2 0.1 0.2

Delay (s) 16.1 37.2 8.0 11.0

Level of Service B D A B

Approach Delay (s) 16.1 10.9 11.0

Approach LOS B B B

Intersection Summary

HCM Average Control Delay 13.6 HCM Level of Service B

HCM Volume to Capacity ratio 0.41

Actuated Cycle Length (s) 50.0 Sum of lost time (s) 12.0

Intersection Capacity Utilization 40.1% ICU Level of Service A

Analysis Period (min) 15

c Critical Lane Group

S-B-262
Timings

5: Dale Evans Parkway & Future Road 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 17

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT

Lane Configurations

Volume (vph) 17 141 363 798 89 515 722 662 485 969

Turn Type Prot Perm Prot Prot Perm Prot

Protected Phases 7 4 3 8 5 2 1 6

Permitted Phases 4 2

Detector Phase 7 4 4 3 8 5 2 2 1 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 9.0 44.0 44.0 9.0 44.0 9.0 44.0 44.0 9.0 44.0

Total Split (s) 28.0 44.0 44.0 28.0 44.0 34.0 44.0 44.0 34.0 44.0

Total Split (%) 18.7% 29.3% 29.3% 18.7% 29.3% 22.7% 29.3% 29.3% 22.7% 29.3%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Lead/Lag Lag Lead Lead Lag Lead Lag Lag Lag Lead Lead

Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes

Recall Mode None None None None None None C-Max C-Max None C-Max

Act Effct Green (s) 27.6 17.2 17.2 44.8 38.7 29.0 41.2 41.2 26.8 39.0

Actuated g/C Ratio 0.18 0.11 0.11 0.30 0.26 0.19 0.27 0.27 0.18 0.26

v/c Ratio 0.06 0.38 0.78 0.85 0.28 0.84 0.56 0.90 0.86 0.81

Control Delay 45.9 61.8 18.1 56.9 20.5 58.7 38.2 32.3 74.4 57.9

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 45.9 61.8 18.1 56.9 20.5 58.7 38.2 32.3 74.4 57.9

LOS D E B E C E D C E E

Approach Delay 30.8 48.4 41.7 63.3

Approach LOS C D D E

Intersection Summary

Cycle Length: 150

Actuated Cycle Length: 150

Offset: 96 (64%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Natural Cycle: 150

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.90

Intersection Signal Delay: 48.4 Intersection LOS: D

Intersection Capacity Utilization 77.2% ICU Level of Service D

Analysis Period (min) 15

Splits and Phases: 5: Dale Evans Parkway & Future Road

S-B-263
Phasings

5: Dale Evans Parkway & Future Road 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 18

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT

Protected Phases 7 4 3 8 5 2 1 6

Permitted Phases 4 2

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 9.0 44.0 44.0 9.0 44.0 9.0 44.0 44.0 9.0 44.0

Total Split (s) 28.0 44.0 44.0 28.0 44.0 34.0 44.0 44.0 34.0 44.0

Total Split (%) 18.7% 29.3% 29.3% 18.7% 29.3% 22.7% 29.3% 29.3% 22.7% 29.3%

Maximum Green (s) 23.0 39.0 39.0 23.0 39.0 29.0 39.0 39.0 29.0 39.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lag Lead Lead Lag Lead Lag Lag Lag Lead Lead

Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Recall Mode None None None None None None C-Max C-Max None C-Max

Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 34.0 34.0 34.0 34.0 34.0 34.0

Pedestrian Calls (#/hr) 5 5 5 5 5 5

90th %ile Green (s) 23.0 39.0 39.0 23.0 39.0 29.0 39.0 39.0 29.0 39.0

90th %ile Term Code Hold Ped Ped Max Ped Max Coord Coord Max Coord

70th %ile Green (s) 49.8 15.8 15.8 46.2 12.2 29.0 39.0 39.0 29.0 39.0

70th %ile Term Code Hold Gap Gap Max Gap Max Coord Coord Max Coord

50th %ile Green (s) 53.7 11.9 11.9 50.1 8.3 29.0 39.9 39.9 28.1 39.0

50th %ile Term Code Hold Gap Gap Max Gap Max Coord Coord Gap Coord

30th %ile Green (s) 0.0 10.5 10.5 51.5 67.0 29.0 42.3 42.3 25.7 39.0

30th %ile Term Code Skip Gap Gap Max Hold Hold Coord Coord Gap Coord

10th %ile Green (s) 0.0 8.6 8.6 53.4 67.0 29.0 46.0 46.0 22.0 39.0

10th %ile Term Code Skip Gap Gap Max Hold Hold Coord Coord Gap Coord

Intersection Summary

Cycle Length: 150

Actuated Cycle Length: 150

Offset: 96 (64%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Control Type: Actuated-Coordinated

S-B-264
Queues

5: Dale Evans Parkway & Future Road 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 19

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT

Lane Group Flow (vph) 18 153 395 867 263 560 785 720 527 1075

v/c Ratio 0.06 0.38 0.78 0.85 0.28 0.84 0.56 0.90 0.86 0.81

Control Delay 45.9 61.8 18.1 56.9 20.5 58.7 38.2 32.3 74.4 57.9

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 45.9 61.8 18.1 56.9 20.5 58.7 38.2 32.3 74.4 57.9

Queue Length 50th (ft) 11 77 24 390 49 267 190 412 258 363

Queue Length 95th (ft) 41 93 118 #763 77 #322 252 #559 324 421

Internal Link Dist (ft) 1660 920 920 1521

Turn Bay Length (ft) 100 150 100

Base Capacity (vph) 407 920 685 1026 1183 664 1398 801 664 1320

Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0

Reduced v/c Ratio 0.04 0.17 0.58 0.85 0.22 0.84 0.56 0.90 0.79 0.81

Intersection Summary

# 95th percentile volume exceeds capacity, queue may be longer.

 Queue shown is maximum after two cycles.

S-B-265
HCM Signalized Intersection Capacity Analysis

5: Dale Evans Parkway & Future Road 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 20

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 17 141 363 798 89 153 515 722 662 485 969 20

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 0.97 0.91 1.00 0.97 0.91

Frt 1.00 1.00 0.85 1.00 0.91 1.00 1.00 0.85 1.00 1.00

Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00

Satd. Flow (prot) 1770 3539 1583 3433 3204 3433 5085 1583 3433 5070

Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00

Satd. Flow (perm) 1770 3539 1583 3433 3204 3433 5085 1583 3433 5070

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 18 153 395 867 97 166 560 785 720 527 1053 22

RTOR Reduction (vph) 0 0 327 0 123 0 0 0 372 0 2 0

Lane Group Flow (vph) 18 153 68 867 140 0 560 785 348 527 1073 0

Turn Type Prot Perm Prot Prot Perm Prot

Protected Phases 7 4 3 8 5 2 1 6

Permitted Phases 4 2

Actuated Green, G (s) 25.3 17.2 17.2 46.8 38.7 29.0 39.2 39.2 26.8 37.0

Effective Green, g (s) 25.3 17.2 17.2 46.8 38.7 29.0 39.2 39.2 26.8 37.0

Actuated g/C Ratio 0.17 0.11 0.11 0.31 0.26 0.19 0.26 0.26 0.18 0.25

Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 299 406 182 1071 827 664 1329 414 613 1251

v/s Ratio Prot 0.01 c0.04 c0.25 0.04 0.16 0.15 0.15 c0.21

v/s Ratio Perm 0.04 c0.22

v/c Ratio 0.06 0.38 0.38 0.81 0.17 0.84 0.59 0.84 0.86 0.86

Uniform Delay, d1 52.4 61.4 61.4 47.5 43.2 58.3 48.4 52.4 59.8 54.0

Progression Factor 1.00 1.00 1.00 1.00 1.00 0.80 0.78 1.18 1.00 1.00

Incremental Delay, d2 0.1 0.6 1.3 4.6 0.1 8.8 1.8 16.9 11.6 7.8

Delay (s) 52.5 62.0 62.7 52.1 43.3 55.7 39.4 78.7 71.3 61.8

Level of Service D E E D D E D E E E

Approach Delay (s) 62.2 50.1 57.5 64.9

Approach LOS E D E E

Intersection Summary

HCM Average Control Delay 58.7 HCM Level of Service E

HCM Volume to Capacity ratio 0.76

Actuated Cycle Length (s) 150.0 Sum of lost time (s) 15.0

Intersection Capacity Utilization 77.2% ICU Level of Service D

Analysis Period (min) 15

c Critical Lane Group

S-B-266
Timings

6: Station Access #3 & Future Road 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 21

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Lane Configurations

Volume (vph) 48 2 2 2 71 1796 80 1986

Turn Type Perm Perm Prot Prot

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Detector Phase 4 4 8 8 5 2 1 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 20.0 20.0 9.0 21.0 8.0 21.0

Total Split (s) 21.0 21.0 21.0 21.0 12.0 44.0 10.0 42.0

Total Split (%) 28.0% 28.0% 28.0% 28.0% 16.0% 58.7% 13.3% 56.0%

Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Lead/Lag Lag Lag Lead Lead

Lead-Lag Optimize? Yes Yes Yes Yes

Recall Mode None None None None None C-Max None C-Max

Act Effct Green (s) 9.1 9.1 9.1 7.5 50.5 8.1 51.0

Actuated g/C Ratio 0.12 0.12 0.12 0.10 0.67 0.11 0.68

v/c Ratio 0.28 0.38 0.26 0.44 0.45 0.45 0.51

Control Delay 31.9 10.4 11.5 29.5 5.3 35.6 11.2

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 31.9 10.4 11.5 29.5 5.3 35.6 11.2

LOS C B B C A D B

Approach Delay 17.3 11.5 6.2 12.1

Approach LOS B B A B

Intersection Summary

Cycle Length: 75

Actuated Cycle Length: 75

Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Natural Cycle: 60

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.51

Intersection Signal Delay: 9.7 Intersection LOS: A

Intersection Capacity Utilization 53.1% ICU Level of Service A

Analysis Period (min) 15

Splits and Phases: 6: Station Access #3 & Future Road

S-B-267
Phasings

6: Station Access #3 & Future Road 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 22

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 20.0 20.0 9.0 21.0 8.0 21.0

Total Split (s) 21.0 21.0 21.0 21.0 12.0 44.0 10.0 42.0

Total Split (%) 28.0% 28.0% 28.0% 28.0% 16.0% 58.7% 13.3% 56.0%

Maximum Green (s) 17.0 17.0 17.0 17.0 8.0 40.0 6.0 38.0

Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lag Lag Lead Lead

Lead-Lag Optimize? Yes Yes Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Recall Mode None None None None None C-Max None C-Max

Walk Time (s) 5.0 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0

Pedestrian Calls (#/hr) 5 5 0 0 5

90th %ile Green (s) 16.0 16.0 16.0 16.0 8.0 40.0 7.0 39.0

90th %ile Term Code Ped Ped Hold Hold Max Coord Max Coord

70th %ile Green (s) 9.2 9.2 9.2 9.2 8.0 43.2 10.6 45.8

70th %ile Term Code Gap Gap Hold Hold Max Coord Gap Coord

50th %ile Green (s) 8.0 8.0 8.0 8.0 8.0 45.7 9.3 47.0

50th %ile Term Code Gap Gap Hold Hold Max Coord Gap Coord

30th %ile Green (s) 6.7 6.7 6.7 6.7 8.0 48.4 7.9 48.3

30th %ile Term Code Gap Gap Hold Hold Hold Coord Gap Coord

10th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 71.0 0.0 71.0

10th %ile Term Code Skip Skip Skip Skip Skip Coord Skip Coord

Intersection Summary

Cycle Length: 75

Actuated Cycle Length: 75

Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Control Type: Actuated-Coordinated

S-B-268
Queues

6: Station Access #3 & Future Road 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 23

Lane Group EBL EBT WBT NBL NBT SBL SBT

Lane Group Flow (vph) 52 110 64 77 1952 87 2230

v/c Ratio 0.28 0.38 0.26 0.44 0.45 0.45 0.51

Control Delay 31.9 10.4 11.5 29.5 5.3 35.6 11.2

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 31.9 10.4 11.5 29.5 5.3 35.6 11.2

Queue Length 50th (ft) 23 1 2 35 60 51 268

Queue Length 95th (ft) 48 39 31 m58 109 m77 302

Internal Link Dist (ft) 813 777 420 920

Turn Bay Length (ft) 100 100

Base Capacity (vph) 352 444 411 189 4311 192 4341

Starvation Cap Reductn 0 0 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0 0

Reduced v/c Ratio 0.15 0.25 0.16 0.41 0.45 0.45 0.51

Intersection Summary

m Volume for 95th percentile queue is metered by upstream signal.

S-B-269
HCM Signalized Intersection Capacity Analysis

6: Station Access #3 & Future Road 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 24

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 48 2 99 2 2 55 71 1796 0 80 1986 65

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Lane Util. Factor 1.00 1.00 1.00 1.00 0.86 1.00 0.86

Frt 1.00 0.85 0.87 1.00 1.00 1.00 1.00

Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00

Satd. Flow (prot) 1770 1588 1624 1770 6408 1770 6377

Flt Permitted 0.83 1.00 0.99 0.95 1.00 0.95 1.00

Satd. Flow (perm) 1553 1588 1610 1770 6408 1770 6377

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 52 2 108 2 2 60 77 1952 0 87 2159 71

RTOR Reduction (vph) 0 96 0 0 54 0 0 0 0 0 4 0

Lane Group Flow (vph) 52 14 0 0 10 0 77 1952 0 87 2226 0

Turn Type Perm Perm Prot Prot

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Actuated Green, G (s) 8.0 8.0 8.0 6.5 48.0 7.0 48.5

Effective Green, g (s) 8.0 8.0 8.0 6.5 48.0 7.0 48.5

Actuated g/C Ratio 0.11 0.11 0.11 0.09 0.64 0.09 0.65

Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 166 169 172 153 4101 165 4124

v/s Ratio Prot 0.01 0.04 c0.30 0.05 c0.35

v/s Ratio Perm c0.03 0.01

v/c Ratio 0.31 0.08 0.06 0.50 0.48 0.53 0.54

Uniform Delay, d1 31.0 30.2 30.1 32.7 7.0 32.4 7.2

Progression Factor 1.00 1.00 1.00 0.71 0.62 0.99 1.36

Incremental Delay, d2 1.1 0.2 0.1 2.3 0.4 1.8 0.3

Delay (s) 32.0 30.4 30.3 25.5 4.7 33.8 10.1

Level of Service C C C C A C B

Approach Delay (s) 30.9 30.3 5.5 11.0

Approach LOS C C A B

Intersection Summary

HCM Average Control Delay 9.5 HCM Level of Service A

HCM Volume to Capacity ratio 0.49

Actuated Cycle Length (s) 75.0 Sum of lost time (s) 8.0

Intersection Capacity Utilization 53.1% ICU Level of Service A

Analysis Period (min) 15

c Critical Lane Group

S-B-270
Timings

7: Station Access #4 & Future Road 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 25

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Lane Configurations

Volume (vph) 145 2 2 2 239 1644 110 1758

Turn Type Perm Perm Prot Prot

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Detector Phase 4 4 8 8 5 2 1 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 20.0 20.0 8.0 20.0 8.0 20.0

Total Split (s) 20.0 20.0 20.0 20.0 21.0 42.0 13.0 34.0

Total Split (%) 26.7% 26.7% 26.7% 26.7% 28.0% 56.0% 17.3% 45.3%

Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Lead/Lag Lag Lag Lead Lead

Lead-Lag Optimize? Yes Yes Yes Yes

Recall Mode None None None None None C-Max None C-Max

Act Effct Green (s) 13.0 13.0 13.0 17.0 43.3 8.7 33.0

Actuated g/C Ratio 0.17 0.17 0.17 0.23 0.58 0.12 0.44

v/c Ratio 0.67 0.60 0.29 0.65 0.48 0.58 0.77

Control Delay 42.8 8.5 9.7 23.0 3.9 55.9 19.1

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 42.8 8.5 9.7 23.0 3.9 55.9 19.1

LOS D A A C A E B

Approach Delay 19.8 9.7 6.3 21.0

Approach LOS B A A C

Intersection Summary

Cycle Length: 75

Actuated Cycle Length: 75

Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Natural Cycle: 60

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.77

Intersection Signal Delay: 14.5 Intersection LOS: B

Intersection Capacity Utilization 70.8% ICU Level of Service C

Analysis Period (min) 15

Splits and Phases: 7: Station Access #4 & Future Road

S-B-271
Phasings

7: Station Access #4 & Future Road 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 26

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 20.0 20.0 8.0 20.0 8.0 20.0

Total Split (s) 20.0 20.0 20.0 20.0 21.0 42.0 13.0 34.0

Total Split (%) 26.7% 26.7% 26.7% 26.7% 28.0% 56.0% 17.3% 45.3%

Maximum Green (s) 16.0 16.0 16.0 16.0 17.0 38.0 9.0 30.0

Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lag Lag Lead Lead

Lead-Lag Optimize? Yes Yes Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Recall Mode None None None None None C-Max None C-Max

Walk Time (s) 5.0 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0

Pedestrian Calls (#/hr) 5 5 0 0 5

90th %ile Green (s) 16.0 16.0 16.0 16.0 17.0 38.0 9.0 30.0

90th %ile Term Code Max Max Hold Hold Max Coord Max Coord

70th %ile Green (s) 16.0 16.0 16.0 16.0 17.0 38.0 9.0 30.0

70th %ile Term Code Max Max Hold Hold Max Coord Max Coord

50th %ile Green (s) 13.8 13.8 13.8 13.8 17.0 38.8 10.4 32.2

50th %ile Term Code Gap Gap Hold Hold Hold Coord Gap Coord

30th %ile Green (s) 11.4 11.4 11.4 11.4 17.0 42.8 8.8 34.6

30th %ile Term Code Gap Gap Hold Hold Hold Coord Gap Coord

10th %ile Green (s) 7.9 7.9 7.9 7.9 17.0 59.1 0.0 38.1

10th %ile Term Code Gap Gap Hold Hold Hold Coord Skip Coord

Intersection Summary

Cycle Length: 75

Actuated Cycle Length: 75

Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Control Type: Actuated-Coordinated

S-B-272
Queues

7: Station Access #4 & Future Road 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 27

Lane Group EBL EBT WBT NBL NBT SBL SBT

Lane Group Flow (vph) 158 325 87 260 1789 120 2146

v/c Ratio 0.67 0.60 0.29 0.65 0.48 0.58 0.77

Control Delay 42.8 8.5 9.7 23.0 3.9 55.9 19.1

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 42.8 8.5 9.7 23.0 3.9 55.9 19.1

Queue Length 50th (ft) 69 1 2 110 33 82 330

Queue Length 95th (ft) 125 63 36 140 43 121 247

Internal Link Dist (ft) 873 973 420 420

Turn Bay Length (ft) 200 100

Base Capacity (vph) 289 592 354 401 3703 219 2800

Starvation Cap Reductn 0 0 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0 0

Reduced v/c Ratio 0.55 0.55 0.25 0.65 0.48 0.55 0.77

Intersection Summary

S-B-273
HCM Signalized Intersection Capacity Analysis

7: Station Access #4 & Future Road 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 28

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 145 2 297 2 2 76 239 1644 2 110 1758 216

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Lane Util. Factor 1.00 1.00 1.00 1.00 0.86 1.00 0.86

Frt 1.00 0.85 0.87 1.00 1.00 1.00 0.98

Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00

Satd. Flow (prot) 1770 1585 1621 1770 6407 1770 6303

Flt Permitted 0.73 1.00 0.83 0.95 1.00 0.95 1.00

Satd. Flow (perm) 1356 1585 1353 1770 6407 1770 6303

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 158 2 323 2 2 83 260 1787 2 120 1911 235

RTOR Reduction (vph) 0 267 0 0 69 0 0 0 0 0 27 0

Lane Group Flow (vph) 158 58 0 0 18 0 260 1789 0 120 2119 0

Turn Type Perm Perm Prot Prot

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Actuated Green, G (s) 13.0 13.0 13.0 17.7 42.6 7.4 32.3

Effective Green, g (s) 13.0 13.0 13.0 17.7 42.6 7.4 32.3

Actuated g/C Ratio 0.17 0.17 0.17 0.24 0.57 0.10 0.43

Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 235 275 235 418 3639 175 2714

v/s Ratio Prot 0.04 c0.15 0.28 0.07 c0.34

v/s Ratio Perm c0.12 0.01

v/c Ratio 0.67 0.21 0.08 0.62 0.49 0.69 0.78

Uniform Delay, d1 29.0 26.6 26.0 25.7 9.7 32.7 18.3

Progression Factor 1.00 1.00 1.00 0.59 0.33 1.45 0.97

Incremental Delay, d2 7.4 0.4 0.1 2.5 0.4 9.4 2.0

Delay (s) 36.4 27.0 26.1 17.7 3.6 56.8 19.8

Level of Service D C C B A E B

Approach Delay (s) 30.1 26.1 5.4 21.7

Approach LOS C C A C

Intersection Summary

HCM Average Control Delay 15.8 HCM Level of Service B

HCM Volume to Capacity ratio 0.71

Actuated Cycle Length (s) 75.0 Sum of lost time (s) 12.0

Intersection Capacity Utilization 70.8% ICU Level of Service C

Analysis Period (min) 15

c Critical Lane Group

S-B-274
Timings

8: Station Access #5 & Future Road 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 29

Lane Group WBL NBT SBL SBT

Lane Configurations

Volume (vph) 2 1754 188 1867

Turn Type Prot

Protected Phases 8 2 1 6

Permitted Phases

Detector Phase 8 2 1 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 8.0 20.0

Total Split (s) 20.0 38.0 17.0 55.0

Total Split (%) 26.7% 50.7% 22.7% 73.3%

Yellow Time (s) 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Recall Mode None C-Max None C-Max

Act Effct Green (s) 8.0 42.2 12.7 59.0

Actuated g/C Ratio 0.11 0.56 0.17 0.79

v/c Ratio 0.48 0.53 0.68 0.40

Control Delay 11.3 11.8 49.6 0.5

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 11.3 11.8 49.6 0.5

LOS B B D A

Approach Delay 11.3 11.8 4.9

Approach LOS B B A

Intersection Summary

Cycle Length: 75

Actuated Cycle Length: 75

Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Natural Cycle: 60

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.68

Intersection Signal Delay: 8.2 Intersection LOS: A

Intersection Capacity Utilization 54.0% ICU Level of Service A

Analysis Period (min) 15

Splits and Phases: 8: Station Access #5 & Future Road

S-B-275
Phasings

8: Station Access #5 & Future Road 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 30

Lane Group WBL NBT SBL SBT

Protected Phases 8 2 1 6

Permitted Phases

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 8.0 20.0

Total Split (s) 20.0 38.0 17.0 55.0

Total Split (%) 26.7% 50.7% 22.7% 73.3%

Maximum Green (s) 16.0 34.0 13.0 51.0

Yellow Time (s) 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0

Recall Mode None C-Max None C-Max

Walk Time (s) 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0

Pedestrian Calls (#/hr) 5 5 5

90th %ile Green (s) 16.0 34.0 13.0 51.0

90th %ile Term Code Ped Coord Max Coord

70th %ile Green (s) 7.7 39.3 16.0 59.3

70th %ile Term Code Gap Coord Gap Coord

50th %ile Green (s) 5.5 43.5 14.0 61.5

50th %ile Term Code Gap Coord Gap Coord

30th %ile Green (s) 5.5 45.6 11.9 61.5

30th %ile Term Code Gap Coord Gap Coord

10th %ile Green (s) 5.5 48.7 8.8 61.5

10th %ile Term Code Gap Coord Gap Coord

Intersection Summary

Cycle Length: 75

Actuated Cycle Length: 75

Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Control Type: Actuated-Coordinated

S-B-276
Queues

8: Station Access #5 & Future Road 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 31

Lane Group WBL NBT SBL SBT

Lane Group Flow (vph) 142 1909 204 2029

v/c Ratio 0.48 0.53 0.68 0.40

Control Delay 11.3 11.8 49.6 0.5

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 11.3 11.8 49.6 0.5

Queue Length 50th (ft) 1 140 109 5

Queue Length 95th (ft) 43 231 m137 9

Internal Link Dist (ft) 1061 848 420

Turn Bay Length (ft) 100

Base Capacity (vph) 454 3607 326 5038

Starvation Cap Reductn 0 0 0 0

Spillback Cap Reductn 0 0 0 0

Storage Cap Reductn 0 0 0 0

Reduced v/c Ratio 0.31 0.53 0.63 0.40

Intersection Summary

m Volume for 95th percentile queue is metered by upstream signal.

S-B-277
HCM Signalized Intersection Capacity Analysis

8: Station Access #5 & Future Road 5/26/2010

2030 EMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 32

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (vph) 2 129 1754 2 188 1867

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0 4.0

Lane Util. Factor 1.00 0.86 1.00 0.86

Frt 0.87 1.00 1.00 1.00

Flt Protected 1.00 1.00 0.95 1.00

Satd. Flow (prot) 1614 6407 1770 6408

Flt Permitted 1.00 1.00 0.95 1.00

Satd. Flow (perm) 1614 6407 1770 6408

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 2 140 1907 2 204 2029

RTOR Reduction (vph) 125 0 0 0 0 0

Lane Group Flow (vph) 17 0 1909 0 204 2029

Turn Type Prot

Protected Phases 8 2 1 6

Permitted Phases

Actuated Green, G (s) 8.0 42.3 12.7 59.0

Effective Green, g (s) 8.0 42.3 12.7 59.0

Actuated g/C Ratio 0.11 0.56 0.17 0.79

Clearance Time (s) 4.0 4.0 4.0 4.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 172 3614 300 5041

v/s Ratio Prot c0.01 c0.30 c0.12 0.32

v/s Ratio Perm

v/c Ratio 0.10 0.53 0.68 0.40

Uniform Delay, d1 30.2 10.2 29.2 2.5

Progression Factor 1.00 1.00 1.43 0.10

Incremental Delay, d2 0.3 0.6 4.2 0.2

Delay (s) 30.5 10.7 46.1 0.4

Level of Service C B D A

Approach Delay (s) 30.5 10.7 4.6

Approach LOS C B A

Intersection Summary

HCM Average Control Delay 8.2 HCM Level of Service A

HCM Volume to Capacity ratio 0.50

Actuated Cycle Length (s) 75.0 Sum of lost time (s) 12.0

Intersection Capacity Utilization 54.0% ICU Level of Service A

Analysis Period (min) 15

c Critical Lane Group

S-B-278
2030 Conditions

Base + EMU Mitigations

S-B-279
S-B-280
Timings

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 1

Lane Group EBL EBT WBT NBL NBT

Lane Configurations

Volume (vph) 266 668 538 993 2

Turn Type Prot Split

Protected Phases 7 4 8 2 2

Permitted Phases

Detector Phase 7 4 8 2 2

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 9.0 28.0 28.0 28.0 28.0

Total Split (s) 37.0 82.0 45.0 58.0 58.0

Total Split (%) 26.4% 58.6% 32.1% 41.4% 41.4%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0

Lead/Lag Lead Lag

Lead-Lag Optimize? Yes Yes

Recall Mode None C-Max C-Max Max Max

Act Effct Green (s) 27.0 77.0 45.0 53.0 53.0

Actuated g/C Ratio 0.19 0.55 0.32 0.38 0.38

v/c Ratio 0.85 0.37 0.70 0.83 0.65

Control Delay 50.5 28.1 44.5 46.1 24.8

Queue Delay 0.0 0.0 0.0 0.0 0.0

Total Delay 50.5 28.1 44.5 46.1 24.8

LOS D C D D C

Approach Delay 34.5 44.5 39.7

Approach LOS C D D

Intersection Summary

Cycle Length: 140

Actuated Cycle Length: 140

Offset: 17 (12%), Referenced to phase 4:EBT and 8:WBT, Start of Green

Natural Cycle: 80

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.85

Intersection Signal Delay: 39.2 Intersection LOS: D

Intersection Capacity Utilization 98.1% ICU Level of Service F

Analysis Period (min) 15

Splits and Phases: 1: Dale Evans Parkway & I-15 NB Ramps

S-B-281
Phasings

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 2

Lane Group EBL EBT WBT NBL NBT

Protected Phases 7 4 8 2 2

Permitted Phases

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 9.0 28.0 28.0 28.0 28.0

Total Split (s) 37.0 82.0 45.0 58.0 58.0

Total Split (%) 26.4% 58.6% 32.1% 41.4% 41.4%

Maximum Green (s) 32.0 77.0 40.0 53.0 53.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lead Lag

Lead-Lag Optimize? Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0

Recall Mode None C-Max C-Max Max Max

Walk Time (s) 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 18.0 18.0 18.0 18.0

Pedestrian Calls (#/hr) 5 5 5 5

90th %ile Green (s) 32.0 77.0 40.0 53.0 53.0

90th %ile Term Code Max Coord Coord MaxR MaxR

70th %ile Green (s) 31.3 77.0 40.7 53.0 53.0

70th %ile Term Code Gap Coord Coord MaxR MaxR

50th %ile Green (s) 28.0 77.0 44.0 53.0 53.0

50th %ile Term Code Gap Coord Coord MaxR MaxR

30th %ile Green (s) 24.5 77.0 47.5 53.0 53.0

30th %ile Term Code Gap Coord Coord MaxR MaxR

10th %ile Green (s) 19.4 77.0 52.6 53.0 53.0

10th %ile Term Code Gap Coord Coord MaxR MaxR

Intersection Summary

Cycle Length: 140

Actuated Cycle Length: 140

Offset: 17 (12%), Referenced to phase 4:EBT and 8:WBT, Start of Green

Control Type: Actuated-Coordinated

S-B-282
Queues

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 3

Lane Group EBL EBT WBT NBL NBT

Lane Group Flow (vph) 289 726 776 1079 466

v/c Ratio 0.85 0.37 0.70 0.83 0.65

Control Delay 50.5 28.1 44.5 46.1 24.8

Queue Delay 0.0 0.0 0.0 0.0 0.0

Total Delay 50.5 28.1 44.5 46.1 24.8

Queue Length 50th (ft) 250 334 315 456 205

Queue Length 95th (ft) 342 382 408 547 331

Internal Link Dist (ft) 820 380 2022

Turn Bay Length (ft) 225 150

Base Capacity (vph) 405 1946 1116 1300 721

Starvation Cap Reductn 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0

Reduced v/c Ratio 0.71 0.37 0.70 0.83 0.65

Intersection Summary

S-B-283
HCM Signalized Intersection Capacity Analysis

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 4

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 266 668 0 0 538 176 993 2 427 0 0 0

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0 5.0

Lane Util. Factor 1.00 0.95 0.95 0.97 1.00

Frt 1.00 1.00 0.96 1.00 0.85

Flt Protected 0.95 1.00 1.00 0.95 1.00

Satd. Flow (prot) 1770 3539 3409 3433 1585

Flt Permitted 0.95 1.00 1.00 0.95 1.00

Satd. Flow (perm) 1770 3539 3409 3433 1585

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 289 726 0 0 585 191 1079 2 464 0 0 0

RTOR Reduction (vph) 0 0 0 0 22 0 0 121 0 0 0 0

Lane Group Flow (vph) 289 726 0 0 754 0 1079 345 0 0 0 0

Turn Type Prot Split

Protected Phases 7 4 8 2 2

Permitted Phases

Actuated Green, G (s) 27.0 77.0 45.0 53.0 53.0

Effective Green, g (s) 27.0 77.0 45.0 53.0 53.0

Actuated g/C Ratio 0.19 0.55 0.32 0.38 0.38

Clearance Time (s) 5.0 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 341 1946 1096 1300 600

v/s Ratio Prot c0.16 0.21 c0.22 c0.31 0.22

v/s Ratio Perm

v/c Ratio 0.85 0.37 0.69 0.83 0.58

Uniform Delay, d1 54.5 17.8 41.4 39.4 34.6

Progression Factor 0.60 1.54 1.00 1.00 1.00

Incremental Delay, d2 14.5 0.4 3.5 6.2 4.0

Delay (s) 47.0 27.8 44.9 45.7 38.6

Level of Service D C D D D

Approach Delay (s) 33.3 44.9 43.5 0.0

Approach LOS C D D A

Intersection Summary

HCM Average Control Delay 40.7 HCM Level of Service D

HCM Volume to Capacity ratio 0.78

Actuated Cycle Length (s) 140.0 Sum of lost time (s) 15.0

Intersection Capacity Utilization 98.1% ICU Level of Service F

Analysis Period (min) 15

c Critical Lane Group

S-B-284
Timings

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 5

Lane Group EBT EBR WBL WBT SBL SBT

Lane Configurations

Volume (vph) 616 1149 321 1210 318 1

Turn Type custom Prot Split

Protected Phases 4 4 3 8 6 6

Permitted Phases 6

Detector Phase 4 4 3 8 6 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 9.0 21.0 28.0 28.0

Total Split (s) 42.0 42.0 42.0 84.0 56.0 56.0

Total Split (%) 30.0% 30.0% 30.0% 60.0% 40.0% 40.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0

Lead/Lag Lag Lag Lead

Lead-Lag Optimize? Yes Yes Yes

Recall Mode C-Max C-Max None C-Max Max Max

Act Effct Green (s) 42.3 98.3 31.7 79.0 51.0 51.0

Actuated g/C Ratio 0.30 0.70 0.23 0.56 0.36 0.36

v/c Ratio 0.63 0.64 0.87 0.66 0.54 0.80

Control Delay 33.6 9.6 74.8 28.4 38.9 47.2

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 33.6 9.6 74.8 28.4 38.9 47.2

LOS C A E C D D

Approach Delay 18.0 38.2 43.8

Approach LOS B D D

Intersection Summary

Cycle Length: 140

Actuated Cycle Length: 140

Offset: 58 (41%), Referenced to phase 4:EBT and 8:WBT, Start of Green

Natural Cycle: 70

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.87

Intersection Signal Delay: 30.4 Intersection LOS: C

Intersection Capacity Utilization 98.1% ICU Level of Service F

Analysis Period (min) 15

Splits and Phases: 2: Dale Evans Parkway & I-15 SB Ramps

S-B-285
Phasings

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 6

Lane Group EBT EBR WBL WBT SBL SBT

Protected Phases 4 4 3 8 6 6

Permitted Phases 6

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 9.0 21.0 28.0 28.0

Total Split (s) 42.0 42.0 42.0 84.0 56.0 56.0

Total Split (%) 30.0% 30.0% 30.0% 60.0% 40.0% 40.0%

Maximum Green (s) 37.0 37.0 37.0 79.0 51.0 51.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lag Lag Lead

Lead-Lag Optimize? Yes Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0

Recall Mode C-Max C-Max None C-Max Max Max

Walk Time (s) 5.0 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0 18.0 18.0

Pedestrian Calls (#/hr) 5 5 5 5 5

90th %ile Green (s) 37.0 37.0 37.0 79.0 51.0 51.0

90th %ile Term Code Coord Coord Max Coord MaxR MaxR

70th %ile Green (s) 37.6 37.6 36.4 79.0 51.0 51.0

70th %ile Term Code Coord Coord Gap Coord MaxR MaxR

50th %ile Green (s) 41.2 41.2 32.8 79.0 51.0 51.0

50th %ile Term Code Coord Coord Gap Coord MaxR MaxR

30th %ile Green (s) 45.0 45.0 29.0 79.0 51.0 51.0

30th %ile Term Code Coord Coord Gap Coord MaxR MaxR

10th %ile Green (s) 50.6 50.6 23.4 79.0 51.0 51.0

10th %ile Term Code Coord Coord Gap Coord MaxR MaxR

Intersection Summary

Cycle Length: 140

Actuated Cycle Length: 140

Offset: 58 (41%), Referenced to phase 4:EBT and 8:WBT, Start of Green

Control Type: Actuated-Coordinated

S-B-286
Queues

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 7

Lane Group EBT EBR WBL WBT SBL SBT

Lane Group Flow (vph) 670 1249 349 1315 346 486

v/c Ratio 0.63 0.64 0.87 0.66 0.54 0.80

Control Delay 33.6 9.6 74.8 28.4 38.9 47.2

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 33.6 9.6 74.8 28.4 38.9 47.2

Queue Length 50th (ft) 126 426 282 336 248 361

Queue Length 95th (ft) 234 261 m374 392 349 514

Internal Link Dist (ft) 920 820 1339

Turn Bay Length (ft) 200 300 300

Base Capacity (vph) 1069 1956 468 1997 645 607

Starvation Cap Reductn 0 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0

Reduced v/c Ratio 0.63 0.64 0.75 0.66 0.54 0.80

Intersection Summary

m Volume for 95th percentile queue is metered by upstream signal.

S-B-287
HCM Signalized Intersection Capacity Analysis

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 8

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 0 616 1149 321 1210 0 0 0 0 318 1 446

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0

Lane Util. Factor 0.95 0.88 1.00 0.95 1.00 1.00

Frt 1.00 0.85 1.00 1.00 1.00 0.85

Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00

Satd. Flow (prot) 3539 2787 1770 3539 1770 1584

Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00

Satd. Flow (perm) 3539 2787 1770 3539 1770 1584

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 0 670 1249 349 1315 0 0 0 0 346 1 485

RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 31 0

Lane Group Flow (vph) 0 670 1249 349 1315 0 0 0 0 346 455 0

Turn Type custom Prot Split

Protected Phases 4 4 3 8 6 6

Permitted Phases 6

Actuated Green, G (s) 42.3 93.3 31.7 79.0 51.0 51.0

Effective Green, g (s) 42.3 93.3 31.7 79.0 51.0 51.0

Actuated g/C Ratio 0.30 0.67 0.23 0.56 0.36 0.36

Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 1069 1957 401 1997 645 577

v/s Ratio Prot 0.19 0.19 c0.20 c0.37 0.20 c0.29

v/s Ratio Perm 0.26

v/c Ratio 0.63 0.64 0.87 0.66 0.54 0.79

Uniform Delay, d1 42.1 13.6 52.2 21.1 35.2 39.7

Progression Factor 0.73 0.69 1.17 1.28 1.00 1.00

Incremental Delay, d2 1.8 1.1 11.8 1.0 3.2 10.5

Delay (s) 32.6 10.5 72.8 28.1 38.3 50.2

Level of Service C B E C D D

Approach Delay (s) 18.2 37.5 0.0 45.3

Approach LOS B D A D

Intersection Summary

HCM Average Control Delay 30.6 HCM Level of Service C

HCM Volume to Capacity ratio 0.75

Actuated Cycle Length (s) 140.0 Sum of lost time (s) 10.0

Intersection Capacity Utilization 98.1% ICU Level of Service F

Analysis Period (min) 15

c Critical Lane Group

S-B-288
Timings

3: Dale Evans Parkway & Station Access #1 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 9

Lane Group EBT WBL WBT NBL

Lane Configurations

Volume (vph) 1365 501 1154 2

Turn Type Prot

Protected Phases 4 3 8 2

Permitted Phases

Detector Phase 4 3 8 2

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 8.0 20.0 20.0

Total Split (s) 44.0 63.0 107.0 33.0

Total Split (%) 31.4% 45.0% 76.4% 23.6%

Yellow Time (s) 3.5 3.5 3.5 3.5

All-Red Time (s) 0.5 0.5 0.5 0.5

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Recall Mode None None None C-Max

Act Effct Green (s) 40.1 49.3 93.4 38.6

Actuated g/C Ratio 0.29 0.35 0.67 0.28

v/c Ratio 0.81 0.87 0.37 0.57

Control Delay 28.2 67.6 5.8 7.6

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 28.2 67.6 5.8 7.6

LOS C E A A

Approach Delay 28.2 24.5 7.6

Approach LOS C C A

Intersection Summary

Cycle Length: 140

Actuated Cycle Length: 140

Offset: 97 (69%), Referenced to phase 2:NBL and 6:, Start of Green

Natural Cycle: 65

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.87

Intersection Signal Delay: 24.0 Intersection LOS: C

Intersection Capacity Utilization 82.4% ICU Level of Service E

Analysis Period (min) 15

Splits and Phases: 3: Dale Evans Parkway & Station Access #1

S-B-289
Phasings

3: Dale Evans Parkway & Station Access #1 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 10

Lane Group EBT WBL WBT NBL

Protected Phases 4 3 8 2

Permitted Phases

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 8.0 20.0 20.0

Total Split (s) 44.0 63.0 107.0 33.0

Total Split (%) 31.4% 45.0% 76.4% 23.6%

Maximum Green (s) 40.0 59.0 103.0 29.0

Yellow Time (s) 3.5 3.5 3.5 3.5

All-Red Time (s) 0.5 0.5 0.5 0.5

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0

Recall Mode None None None C-Max

Walk Time (s) 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0

Pedestrian Calls (#/hr) 0 0 0

90th %ile Green (s) 40.0 59.0 103.0 29.0

90th %ile Term Code Max Max Hold Coord

70th %ile Green (s) 44.2 54.7 102.9 29.1

70th %ile Term Code Gap Gap Hold Coord

50th %ile Green (s) 41.7 49.9 95.6 36.4

50th %ile Term Code Gap Gap Hold Coord

30th %ile Green (s) 39.0 45.1 88.1 43.9

30th %ile Term Code Gap Gap Hold Coord

10th %ile Green (s) 35.4 37.8 77.2 54.8

10th %ile Term Code Gap Gap Hold Coord

Intersection Summary

Cycle Length: 140

Actuated Cycle Length: 140

Offset: 97 (69%), Referenced to phase 2:NBL and 6:, Start of Green

Control Type: Actuated-Coordinated

S-B-290
Queues

3: Dale Evans Parkway & Station Access #1 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 11

Lane Group EBT WBL WBT NBL

Lane Group Flow (vph) 1486 545 1254 437

v/c Ratio 0.81 0.87 0.37 0.57

Control Delay 28.2 67.6 5.8 7.6

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 28.2 67.6 5.8 7.6

Queue Length 50th (ft) 191 512 101 1

Queue Length 95th (ft) 188 551 98 100

Internal Link Dist (ft) 920 920 1731

Turn Bay Length (ft) 200

Base Capacity (vph) 1885 746 3741 760

Starvation Cap Reductn 0 0 0 0

Spillback Cap Reductn 0 0 0 0

Storage Cap Reductn 0 0 0 0

Reduced v/c Ratio 0.79 0.73 0.34 0.57

Intersection Summary

S-B-291
HCM Signalized Intersection Capacity Analysis

3: Dale Evans Parkway & Station Access #1 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 12

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (vph) 1365 2 501 1154 2 400

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0 4.0

Lane Util. Factor 0.86 1.00 0.91 1.00

Frt 1.00 1.00 1.00 0.87

Flt Protected 1.00 0.95 1.00 1.00

Satd. Flow (prot) 6407 1770 5085 1612

Flt Permitted 1.00 0.95 1.00 1.00

Satd. Flow (perm) 6407 1770 5085 1612

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 1484 2 545 1254 2 435

RTOR Reduction (vph) 0 0 0 0 315 0

Lane Group Flow (vph) 1486 0 545 1254 122 0

Turn Type Prot

Protected Phases 4 3 8 2

Permitted Phases

Actuated Green, G (s) 40.1 49.3 93.4 38.6

Effective Green, g (s) 40.1 49.3 93.4 38.6

Actuated g/C Ratio 0.29 0.35 0.67 0.28

Clearance Time (s) 4.0 4.0 4.0 4.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 1835 623 3392 444

v/s Ratio Prot c0.23 c0.31 0.25 c0.08

v/s Ratio Perm

v/c Ratio 0.81 0.87 0.37 0.27

Uniform Delay, d1 46.4 42.5 10.3 39.7

Progression Factor 0.53 1.34 0.55 1.00

Incremental Delay, d2 2.3 9.6 0.0 1.5

Delay (s) 27.1 66.3 5.7 41.3

Level of Service C E A D

Approach Delay (s) 27.1 24.1 41.3

Approach LOS C C D

Intersection Summary

HCM Average Control Delay 27.3 HCM Level of Service C

HCM Volume to Capacity ratio 0.67

Actuated Cycle Length (s) 140.0 Sum of lost time (s) 12.0

Intersection Capacity Utilization 82.4% ICU Level of Service E

Analysis Period (min) 15

c Critical Lane Group

S-B-292
Timings

4: Dale Evans Parkway & Station Access #2 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 13

Lane Group EBT WBL WBT NBL

Lane Configurations

Volume (vph) 1287 115 1040 2

Turn Type Prot

Protected Phases 4 3 8 2

Permitted Phases

Detector Phase 4 3 8 2

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 8.0 20.0 20.0

Total Split (s) 30.0 17.0 47.0 23.0

Total Split (%) 42.9% 24.3% 67.1% 32.9%

Yellow Time (s) 3.5 3.5 3.5 3.5

All-Red Time (s) 0.5 0.5 0.5 0.5

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Recall Mode None None None C-Max

Act Effct Green (s) 23.5 10.0 35.5 26.5

Actuated g/C Ratio 0.34 0.14 0.51 0.38

v/c Ratio 0.65 0.50 0.35 0.13

Control Delay 19.4 24.4 13.9 6.0

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 19.4 24.4 13.9 6.0

LOS B C B A

Approach Delay 19.4 14.9 6.0

Approach LOS B B A

Intersection Summary

Cycle Length: 70

Actuated Cycle Length: 70

Offset: 3 (4%), Referenced to phase 2:NBL and 6:, Start of Green

Natural Cycle: 50

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.65

Intersection Signal Delay: 16.9 Intersection LOS: B

Intersection Capacity Utilization 40.1% ICU Level of Service A

Analysis Period (min) 15

Splits and Phases: 4: Dale Evans Parkway & Station Access #2

S-B-293
Phasings

4: Dale Evans Parkway & Station Access #2 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 14

Lane Group EBT WBL WBT NBL

Protected Phases 4 3 8 2

Permitted Phases

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 8.0 20.0 20.0

Total Split (s) 30.0 17.0 47.0 23.0

Total Split (%) 42.9% 24.3% 67.1% 32.9%

Maximum Green (s) 26.0 13.0 43.0 19.0

Yellow Time (s) 3.5 3.5 3.5 3.5

All-Red Time (s) 0.5 0.5 0.5 0.5

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0

Recall Mode None None None C-Max

Walk Time (s) 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0

Pedestrian Calls (#/hr) 0 0 0

90th %ile Green (s) 26.0 13.0 43.0 19.0

90th %ile Term Code Max Max Hold Coord

70th %ile Green (s) 26.1 11.8 41.9 20.1

70th %ile Term Code Gap Gap Hold Coord

50th %ile Green (s) 24.2 10.2 38.4 23.6

50th %ile Term Code Gap Gap Hold Coord

30th %ile Green (s) 22.1 8.6 34.7 27.3

30th %ile Term Code Gap Gap Hold Coord

10th %ile Green (s) 19.3 0.0 19.3 42.7

10th %ile Term Code Gap Skip Hold Coord

Intersection Summary

Cycle Length: 70

Actuated Cycle Length: 70

Offset: 3 (4%), Referenced to phase 2:NBL and 6:, Start of Green

Control Type: Actuated-Coordinated

S-B-294
Queues

4: Dale Evans Parkway & Station Access #2 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 15

Lane Group EBT WBL WBT NBL

Lane Group Flow (vph) 1401 125 1130 88

v/c Ratio 0.65 0.50 0.35 0.13

Control Delay 19.4 24.4 13.9 6.0

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 19.4 24.4 13.9 6.0

Queue Length 50th (ft) 184 66 159 1

Queue Length 95th (ft) 226 101 136 31

Internal Link Dist (ft) 920 920 736

Turn Bay Length (ft) 200

Base Capacity (vph) 2382 329 3936 666

Starvation Cap Reductn 0 0 0 0

Spillback Cap Reductn 0 0 0 0

Storage Cap Reductn 0 0 0 0

Reduced v/c Ratio 0.59 0.38 0.29 0.13

Intersection Summary

S-B-295
HCM Signalized Intersection Capacity Analysis

4: Dale Evans Parkway & Station Access #2 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 16

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (vph) 1287 2 115 1040 2 79

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0 4.0

Lane Util. Factor 0.86 1.00 0.86 1.00

Frt 1.00 1.00 1.00 0.87

Flt Protected 1.00 0.95 1.00 1.00

Satd. Flow (prot) 6406 1770 6408 1615

Flt Permitted 1.00 0.95 1.00 1.00

Satd. Flow (perm) 6406 1770 6408 1615

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 1399 2 125 1130 2 86

RTOR Reduction (vph) 0 0 0 0 54 0

Lane Group Flow (vph) 1401 0 125 1130 34 0

Turn Type Prot

Protected Phases 4 3 8 2

Permitted Phases

Actuated Green, G (s) 23.5 8.7 36.2 25.8

Effective Green, g (s) 23.5 8.7 36.2 25.8

Actuated g/C Ratio 0.34 0.12 0.52 0.37

Clearance Time (s) 4.0 4.0 4.0 4.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 2151 220 3314 595

v/s Ratio Prot c0.22 c0.07 0.18 c0.02

v/s Ratio Perm

v/c Ratio 0.65 0.57 0.34 0.06

Uniform Delay, d1 19.8 28.9 9.9 14.3

Progression Factor 0.94 0.66 1.33 1.00

Incremental Delay, d2 0.5 3.2 0.1 0.2

Delay (s) 19.1 22.2 13.3 14.4

Level of Service B C B B

Approach Delay (s) 19.1 14.2 14.4

Approach LOS B B B

Intersection Summary

HCM Average Control Delay 16.7 HCM Level of Service B

HCM Volume to Capacity ratio 0.37

Actuated Cycle Length (s) 70.0 Sum of lost time (s) 12.0

Intersection Capacity Utilization 40.1% ICU Level of Service A

Analysis Period (min) 15

c Critical Lane Group

S-B-296
Timings

5: Dale Evans Parkway & Future Road 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 17

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT

Lane Configurations

Volume (vph) 17 141 363 798 89 515 722 662 485 969

Turn Type Prot Perm Prot Prot Perm Prot

Protected Phases 7 4 3 8 5 2 1 6

Permitted Phases 4 2

Detector Phase 7 4 4 3 8 5 2 2 1 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 9.0 44.0 44.0 9.0 44.0 9.0 44.0 44.0 9.0 44.0

Total Split (s) 10.0 44.0 44.0 27.0 61.0 25.0 44.0 44.0 25.0 44.0

Total Split (%) 7.1% 31.4% 31.4% 19.3% 43.6% 17.9% 31.4% 31.4% 17.9% 31.4%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Lead/Lag Lead Lead Lead Lag Lag Lag Lag Lag Lead Lead

Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes

Recall Mode None None None None None None C-Max C-Max None C-Max

Act Effct Green (s) 5.0 19.7 19.7 32.9 53.6 20.0 40.1 40.1 27.3 47.4

Actuated g/C Ratio 0.04 0.14 0.14 0.24 0.38 0.14 0.29 0.29 0.20 0.34

v/c Ratio 0.29 0.31 0.84 0.74 0.20 1.14 0.54 0.85 0.79 0.63

Control Delay 77.4 52.9 30.5 38.7 10.0 127.5 30.4 18.5 63.2 41.7

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 77.4 52.9 30.5 38.7 10.0 127.5 30.4 18.5 63.2 41.7

LOS E D C D A F C B E D

Approach Delay 38.1 32.0 52.6 48.8

Approach LOS D C D D

Intersection Summary

Cycle Length: 140

Actuated Cycle Length: 140

Offset: 30 (21%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Natural Cycle: 140

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 1.14

Intersection Signal Delay: 45.6 Intersection LOS: D

Intersection Capacity Utilization 71.2% ICU Level of Service C

Analysis Period (min) 15

Splits and Phases: 5: Dale Evans Parkway & Future Road

S-B-297
Phasings

5: Dale Evans Parkway & Future Road 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 18

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT

Protected Phases 7 4 3 8 5 2 1 6

Permitted Phases 4 2

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 9.0 44.0 44.0 9.0 44.0 9.0 44.0 44.0 9.0 44.0

Total Split (s) 10.0 44.0 44.0 27.0 61.0 25.0 44.0 44.0 25.0 44.0

Total Split (%) 7.1% 31.4% 31.4% 19.3% 43.6% 17.9% 31.4% 31.4% 17.9% 31.4%

Maximum Green (s) 5.0 39.0 39.0 22.0 56.0 20.0 39.0 39.0 20.0 39.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lead Lead Lead Lag Lag Lag Lag Lag Lead Lead

Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Recall Mode None None None None None None C-Max C-Max None C-Max

Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 34.0 34.0 34.0 34.0 34.0 34.0

Pedestrian Calls (#/hr) 5 5 5 5 5 5

90th %ile Green (s) 5.0 39.0 39.0 22.0 56.0 20.0 39.0 39.0 20.0 39.0

90th %ile Term Code Max Ped Ped Max Hold Max Coord Coord Max Coord

70th %ile Green (s) 5.0 23.4 23.4 34.2 52.6 20.0 39.0 39.0 23.4 42.4

70th %ile Term Code Max Gap Gap Gap Hold Max Coord Coord Max Coord

50th %ile Green (s) 0.0 16.8 16.8 34.4 56.2 20.0 39.0 39.0 29.8 48.8

50th %ile Term Code Skip Gap Gap Gap Hold Max Coord Coord Max Coord

30th %ile Green (s) 0.0 11.0 11.0 34.8 50.8 20.0 43.9 43.9 30.3 54.2

30th %ile Term Code Skip Gap Gap Gap Hold Max Coord Coord Gap Coord

10th %ile Green (s) 0.0 8.3 8.3 39.1 52.4 20.0 39.8 39.8 32.8 52.6

10th %ile Term Code Skip Gap Gap Gap Hold Max Coord Coord Gap Coord

Intersection Summary

Cycle Length: 140

Actuated Cycle Length: 140

Offset: 30 (21%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Control Type: Actuated-Coordinated

S-B-298
Queues

5: Dale Evans Parkway & Future Road 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 19

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT

Lane Group Flow (vph) 18 153 395 867 263 560 785 720 527 1075

v/c Ratio 0.29 0.31 0.84 0.74 0.20 1.14 0.54 0.85 0.79 0.63

Control Delay 77.4 52.9 30.5 38.7 10.0 127.5 30.4 18.5 63.2 41.7

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 77.4 52.9 30.5 38.7 10.0 127.5 30.4 18.5 63.2 41.7

Queue Length 50th (ft) 16 68 98 159 43 ~308 195 328 231 294

Queue Length 95th (ft) 44 85 191 #414 56 #414 140 #244 #390 384

Internal Link Dist (ft) 1660 920 920 1521

Turn Bay Length (ft) 100 150 100

Base Capacity (vph) 63 986 650 1173 1382 490 1458 852 668 1718

Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0

Reduced v/c Ratio 0.29 0.16 0.61 0.74 0.19 1.14 0.54 0.85 0.79 0.63

Intersection Summary

~ Volume exceeds capacity, queue is theoretically infinite.

 Queue shown is maximum after two cycles.

# 95th percentile volume exceeds capacity, queue may be longer.

 Queue shown is maximum after two cycles.

S-B-299
HCM Signalized Intersection Capacity Analysis

5: Dale Evans Parkway & Future Road 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 20

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 17 141 363 798 89 153 515 722 662 485 969 20

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Lane Util. Factor 1.00 0.95 1.00 0.94 0.95 0.97 0.91 1.00 0.97 0.91

Frt 1.00 1.00 0.85 1.00 0.91 1.00 1.00 0.85 1.00 1.00

Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00

Satd. Flow (prot) 1770 3539 1583 4990 3204 3433 5085 1583 3433 5070

Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00

Satd. Flow (perm) 1770 3539 1583 4990 3204 3433 5085 1583 3433 5070

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 18 153 395 867 97 166 560 785 720 527 1053 22

RTOR Reduction (vph) 0 0 249 0 102 0 0 0 411 0 1 0

Lane Group Flow (vph) 18 153 146 867 161 0 560 785 309 527 1074 0

Turn Type Prot Perm Prot Prot Perm Prot

Protected Phases 7 4 3 8 5 2 1 6

Permitted Phases 4 2

Actuated Green, G (s) 2.0 19.7 19.7 35.9 53.6 20.0 37.1 37.1 27.3 44.4

Effective Green, g (s) 2.0 19.7 19.7 35.9 53.6 20.0 37.1 37.1 27.3 44.4

Actuated g/C Ratio 0.01 0.14 0.14 0.26 0.38 0.14 0.26 0.26 0.20 0.32

Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 25 498 223 1280 1227 490 1348 419 669 1608

v/s Ratio Prot 0.01 0.04 c0.17 0.05 c0.16 0.15 c0.15 0.21

v/s Ratio Perm c0.09 c0.20

v/c Ratio 0.72 0.31 0.65 0.68 0.13 1.14 0.58 0.74 0.79 0.67

Uniform Delay, d1 68.7 54.0 56.9 46.8 28.1 60.0 44.7 47.0 53.6 41.4

Progression Factor 1.00 1.00 1.00 0.67 0.94 0.78 0.68 0.84 1.00 1.00

Incremental Delay, d2 68.2 0.4 6.7 1.4 0.0 85.0 1.7 10.4 6.1 2.2

Delay (s) 136.9 54.4 63.6 32.7 26.4 131.7 32.3 49.7 59.7 43.6

Level of Service F D E C C F C D E D

Approach Delay (s) 63.5 31.2 65.3 48.9

Approach LOS E C E D

Intersection Summary

HCM Average Control Delay 53.0 HCM Level of Service D

HCM Volume to Capacity ratio 0.80

Actuated Cycle Length (s) 140.0 Sum of lost time (s) 25.0

Intersection Capacity Utilization 71.2% ICU Level of Service C

Analysis Period (min) 15

c Critical Lane Group

S-B-300
Timings

6: Station Access #3 & Future Road 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 21

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Lane Configurations

Volume (vph) 48 2 2 2 71 1796 80 1986

Turn Type Perm Perm Prot Prot

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Detector Phase 4 4 8 8 5 2 1 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 20.0 20.0 9.0 21.0 8.0 21.0

Total Split (s) 27.0 27.0 27.0 27.0 22.0 90.0 23.0 91.0

Total Split (%) 19.3% 19.3% 19.3% 19.3% 15.7% 64.3% 16.4% 65.0%

Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Lead/Lag Lag Lead Lag Lead

Lead-Lag Optimize? Yes Yes Yes Yes

Recall Mode None None None None None C-Max None C-Max

Act Effct Green (s) 11.2 11.2 11.2 11.4 104.4 12.4 105.4

Actuated g/C Ratio 0.08 0.08 0.08 0.08 0.75 0.09 0.75

v/c Ratio 0.60 0.49 0.35 0.53 0.41 0.55 0.46

Control Delay 89.5 18.0 20.4 75.8 1.7 82.2 3.3

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 89.5 18.0 20.4 75.8 1.7 82.2 3.3

LOS F B C E A F A

Approach Delay 41.0 20.4 4.5 6.2

Approach LOS D C A A

Intersection Summary

Cycle Length: 140

Actuated Cycle Length: 140

Offset: 3 (2%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Natural Cycle: 60

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.60

Intersection Signal Delay: 6.9 Intersection LOS: A

Intersection Capacity Utilization 53.1% ICU Level of Service A

Analysis Period (min) 15

Splits and Phases: 6: Station Access #3 & Future Road

S-B-301
Phasings

6: Station Access #3 & Future Road 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 22

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 20.0 20.0 9.0 21.0 8.0 21.0

Total Split (s) 27.0 27.0 27.0 27.0 22.0 90.0 23.0 91.0

Total Split (%) 19.3% 19.3% 19.3% 19.3% 15.7% 64.3% 16.4% 65.0%

Maximum Green (s) 23.0 23.0 23.0 23.0 18.0 86.0 19.0 87.0

Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lag Lead Lag Lead

Lead-Lag Optimize? Yes Yes Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Recall Mode None None None None None C-Max None C-Max

Walk Time (s) 5.0 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0

Pedestrian Calls (#/hr) 5 5 0 0 5

90th %ile Green (s) 16.3 16.3 16.3 16.3 15.9 94.8 16.9 95.8

90th %ile Term Code Gap Gap Hold Hold Hold Coord Gap Coord

70th %ile Green (s) 13.2 13.2 13.2 13.2 13.2 100.6 14.2 101.6

70th %ile Term Code Gap Gap Hold Hold Gap Coord Hold Coord

50th %ile Green (s) 11.2 11.2 11.2 11.2 11.4 104.4 12.4 105.4

50th %ile Term Code Gap Gap Hold Hold Gap Coord Hold Coord

30th %ile Green (s) 9.1 9.1 9.1 9.1 9.6 108.3 10.6 109.3

30th %ile Term Code Gap Gap Hold Hold Gap Coord Hold Coord

10th %ile Green (s) 6.0 6.0 6.0 6.0 7.0 114.0 8.0 115.0

10th %ile Term Code Gap Gap Hold Hold Gap Coord Hold Coord

Intersection Summary

Cycle Length: 140

Actuated Cycle Length: 140

Offset: 3 (2%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Control Type: Actuated-Coordinated

S-B-302
Queues

6: Station Access #3 & Future Road 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 23

Lane Group EBL EBT WBT NBL NBT SBL SBT

Lane Group Flow (vph) 52 110 64 77 1952 87 2230

v/c Ratio 0.60 0.49 0.35 0.53 0.41 0.55 0.46

Control Delay 89.5 18.0 20.4 75.8 1.7 82.2 3.3

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 89.5 18.0 20.4 75.8 1.7 82.2 3.3

Queue Length 50th (ft) 47 2 3 75 31 81 177

Queue Length 95th (ft) 91 59 49 m131 48 m121 69

Internal Link Dist (ft) 813 777 420 920

Turn Bay Length (ft) 100 100

Base Capacity (vph) 176 351 315 228 4780 240 4803

Starvation Cap Reductn 0 0 0 0 356 0 0

Spillback Cap Reductn 0 0 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0 0

Reduced v/c Ratio 0.30 0.31 0.20 0.34 0.44 0.36 0.46

Intersection Summary

m Volume for 95th percentile queue is metered by upstream signal.

S-B-303
HCM Signalized Intersection Capacity Analysis

6: Station Access #3 & Future Road 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 24

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 48 2 99 2 2 55 71 1796 0 80 1986 65

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Lane Util. Factor 1.00 1.00 1.00 1.00 0.86 1.00 0.86

Frt 1.00 0.85 0.87 1.00 1.00 1.00 1.00

Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00

Satd. Flow (prot) 1770 1588 1624 1770 6408 1770 6377

Flt Permitted 0.57 1.00 0.99 0.95 1.00 0.95 1.00

Satd. Flow (perm) 1071 1588 1613 1770 6408 1770 6377

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 52 2 108 2 2 60 77 1952 0 87 2159 71

RTOR Reduction (vph) 0 99 0 0 55 0 0 0 0 0 2 0

Lane Group Flow (vph) 52 11 0 0 9 0 77 1952 0 87 2228 0

Turn Type Perm Perm Prot Prot

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Actuated Green, G (s) 11.2 11.2 11.2 11.4 104.4 12.4 105.4

Effective Green, g (s) 11.2 11.2 11.2 11.4 104.4 12.4 105.4

Actuated g/C Ratio 0.08 0.08 0.08 0.08 0.75 0.09 0.75

Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 86 127 129 144 4779 157 4801

v/s Ratio Prot 0.01 0.04 0.30 c0.05 c0.35

v/s Ratio Perm c0.05 0.01

v/c Ratio 0.60 0.08 0.07 0.53 0.41 0.55 0.46

Uniform Delay, d1 62.3 59.6 59.6 61.8 6.5 61.2 6.6

Progression Factor 1.00 1.00 1.00 1.04 0.21 1.20 0.42

Incremental Delay, d2 11.4 0.3 0.2 3.5 0.2 3.1 0.2

Delay (s) 73.7 59.9 59.8 67.8 1.6 76.2 3.0

Level of Service E E E E A E A

Approach Delay (s) 64.3 59.8 4.1 5.7

Approach LOS E E A A

Intersection Summary

HCM Average Control Delay 7.8 HCM Level of Service A

HCM Volume to Capacity ratio 0.47

Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0

Intersection Capacity Utilization 53.1% ICU Level of Service A

Analysis Period (min) 15

c Critical Lane Group

S-B-304
Timings

7: Station Access #4 & Future Road 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 25

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Lane Configurations

Volume (vph) 145 2 2 2 239 1644 110 1758

Turn Type Perm Perm Prot Prot

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Detector Phase 4 4 8 8 5 2 1 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 20.0 20.0 8.0 20.0 8.0 20.0

Total Split (s) 36.0 36.0 36.0 36.0 38.0 82.0 22.0 66.0

Total Split (%) 25.7% 25.7% 25.7% 25.7% 27.1% 58.6% 15.7% 47.1%

Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Lead/Lag Lag Lead Lag Lead

Lead-Lag Optimize? Yes Yes Yes Yes

Recall Mode None None None None None C-Max None C-Max

Act Effct Green (s) 23.4 23.4 23.4 30.3 90.2 14.3 74.2

Actuated g/C Ratio 0.17 0.17 0.17 0.22 0.64 0.10 0.53

v/c Ratio 0.84 0.61 0.32 0.68 0.43 0.66 0.64

Control Delay 90.7 10.0 13.3 60.0 5.0 75.7 7.4

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.1

Total Delay 90.7 10.0 13.3 60.0 5.0 75.7 7.5

LOS F A B E A E A

Approach Delay 36.4 13.3 12.0 11.1

Approach LOS D B B B

Intersection Summary

Cycle Length: 140

Actuated Cycle Length: 140

Offset: 4 (3%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Natural Cycle: 60

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.84

Intersection Signal Delay: 14.0 Intersection LOS: B

Intersection Capacity Utilization 70.8% ICU Level of Service C

Analysis Period (min) 15

Splits and Phases: 7: Station Access #4 & Future Road

S-B-305
Phasings

7: Station Access #4 & Future Road 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 26

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 20.0 20.0 8.0 20.0 8.0 20.0

Total Split (s) 36.0 36.0 36.0 36.0 38.0 82.0 22.0 66.0

Total Split (%) 25.7% 25.7% 25.7% 25.7% 27.1% 58.6% 15.7% 47.1%

Maximum Green (s) 32.0 32.0 32.0 32.0 34.0 78.0 18.0 62.0

Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lag Lead Lag Lead

Lead-Lag Optimize? Yes Yes Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Recall Mode None None None None None C-Max None C-Max

Walk Time (s) 5.0 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0

Pedestrian Calls (#/hr) 5 5 0 0 5

90th %ile Green (s) 32.0 32.0 32.0 32.0 34.0 78.0 18.0 62.0

90th %ile Term Code Max Max Hold Hold Hold Coord Max Coord

70th %ile Green (s) 27.4 27.4 27.4 27.4 33.0 83.6 17.0 67.6

70th %ile Term Code Gap Gap Hold Hold Hold Coord Gap Coord

50th %ile Green (s) 23.7 23.7 23.7 23.7 30.8 89.5 14.8 73.5

50th %ile Term Code Gap Gap Hold Hold Hold Coord Gap Coord

30th %ile Green (s) 19.9 19.9 19.9 19.9 28.5 95.6 12.5 79.6

30th %ile Term Code Gap Gap Hold Hold Hold Coord Gap Coord

10th %ile Green (s) 14.2 14.2 14.2 14.2 25.3 104.5 9.3 88.5

10th %ile Term Code Gap Gap Hold Hold Hold Coord Gap Coord

Intersection Summary

Cycle Length: 140

Actuated Cycle Length: 140

Offset: 4 (3%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Control Type: Actuated-Coordinated

S-B-306
Queues

7: Station Access #4 & Future Road 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 27

Lane Group EBL EBT WBT NBL NBT SBL SBT

Lane Group Flow (vph) 158 325 87 260 1789 120 2146

v/c Ratio 0.84 0.61 0.32 0.68 0.43 0.66 0.64

Control Delay 90.7 10.0 13.3 60.0 5.0 75.7 7.4

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.1

Total Delay 90.7 10.0 13.3 60.0 5.0 75.7 7.5

Queue Length 50th (ft) 141 2 3 243 205 115 51

Queue Length 95th (ft) 213 84 49 336 47 183 137

Internal Link Dist (ft) 873 973 420 420

Turn Bay Length (ft) 200 100

Base Capacity (vph) 255 611 339 430 4130 228 3357

Starvation Cap Reductn 0 0 0 0 495 0 162

Spillback Cap Reductn 0 0 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0 0

Reduced v/c Ratio 0.62 0.53 0.26 0.60 0.49 0.53 0.67

Intersection Summary

S-B-307
HCM Signalized Intersection Capacity Analysis

7: Station Access #4 & Future Road 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 28

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 145 2 297 2 2 76 239 1644 2 110 1758 216

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Lane Util. Factor 1.00 1.00 1.00 1.00 0.86 1.00 0.86

Frt 1.00 0.85 0.87 1.00 1.00 1.00 0.98

Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00

Satd. Flow (prot) 1770 1585 1621 1770 6407 1770 6303

Flt Permitted 0.60 1.00 0.74 0.95 1.00 0.95 1.00

Satd. Flow (perm) 1116 1585 1204 1770 6407 1770 6303

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 158 2 323 2 2 83 260 1787 2 120 1911 235

RTOR Reduction (vph) 0 269 0 0 69 0 0 0 0 0 13 0

Lane Group Flow (vph) 158 56 0 0 18 0 260 1789 0 120 2133 0

Turn Type Perm Perm Prot Prot

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Actuated Green, G (s) 23.4 23.4 23.4 30.3 90.3 14.3 74.3

Effective Green, g (s) 23.4 23.4 23.4 30.3 90.3 14.3 74.3

Actuated g/C Ratio 0.17 0.17 0.17 0.22 0.64 0.10 0.53

Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 187 265 201 383 4133 181 3345

v/s Ratio Prot 0.04 c0.15 0.28 0.07 c0.34

v/s Ratio Perm c0.14 0.01

v/c Ratio 0.84 0.21 0.09 0.68 0.43 0.66 0.64

Uniform Delay, d1 56.5 50.3 49.3 50.4 12.2 60.5 23.3

Progression Factor 1.00 1.00 1.00 1.02 0.35 0.99 0.27

Incremental Delay, d2 27.9 0.4 0.2 4.4 0.3 8.0 0.9

Delay (s) 84.4 50.7 49.5 55.8 4.6 68.2 7.1

Level of Service F D D E A E A

Approach Delay (s) 61.8 49.5 11.1 10.3

Approach LOS E D B B

Intersection Summary

HCM Average Control Delay 16.4 HCM Level of Service B

HCM Volume to Capacity ratio 0.69

Actuated Cycle Length (s) 140.0 Sum of lost time (s) 12.0

Intersection Capacity Utilization 70.8% ICU Level of Service C

Analysis Period (min) 15

c Critical Lane Group

S-B-308
Timings

8: Station Access #5 & Future Road 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 29

Lane Group WBL NBT SBL SBT

Lane Configurations

Volume (vph) 2 1754 188 1867

Turn Type Prot

Protected Phases 8 2 1 6

Permitted Phases

Detector Phase 8 2 1 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 8.0 20.0

Total Split (s) 25.0 75.0 40.0 115.0

Total Split (%) 17.9% 53.6% 28.6% 82.1%

Yellow Time (s) 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Recall Mode None C-Max None C-Max

Act Effct Green (s) 8.2 98.3 21.5 123.8

Actuated g/C Ratio 0.06 0.70 0.15 0.88

v/c Ratio 0.63 0.42 0.75 0.36

Control Delay 22.1 10.1 78.3 0.3

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 22.1 10.1 78.3 0.4

LOS C B E A

Approach Delay 22.1 10.1 7.5

Approach LOS C B A

Intersection Summary

Cycle Length: 140

Actuated Cycle Length: 140

Offset: 6 (4%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Natural Cycle: 60

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.75

Intersection Signal Delay: 9.2 Intersection LOS: A

Intersection Capacity Utilization 54.0% ICU Level of Service A

Analysis Period (min) 15

Splits and Phases: 8: Station Access #5 & Future Road

S-B-309
Phasings

8: Station Access #5 & Future Road 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 30

Lane Group WBL NBT SBL SBT

Protected Phases 8 2 1 6

Permitted Phases

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 8.0 20.0

Total Split (s) 25.0 75.0 40.0 115.0

Total Split (%) 17.9% 53.6% 28.6% 82.1%

Maximum Green (s) 21.0 71.0 36.0 111.0

Yellow Time (s) 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0

Recall Mode None C-Max None C-Max

Walk Time (s) 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0

Pedestrian Calls (#/hr) 5 5 5

90th %ile Green (s) 16.0 83.2 28.8 116.0

90th %ile Term Code Ped Coord Gap Coord

70th %ile Green (s) 8.6 94.9 24.5 123.4

70th %ile Term Code Gap Coord Gap Coord

50th %ile Green (s) 5.6 100.9 21.5 126.4

50th %ile Term Code Gap Coord Gap Coord

30th %ile Green (s) 5.5 104.0 18.5 126.5

30th %ile Term Code Gap Coord Gap Coord

10th %ile Green (s) 5.5 108.4 14.1 126.5

10th %ile Term Code Gap Coord Gap Coord

Intersection Summary

Cycle Length: 140

Actuated Cycle Length: 140

Offset: 6 (4%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Control Type: Actuated-Coordinated

S-B-310
Queues

8: Station Access #5 & Future Road 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 31

Lane Group WBL NBT SBL SBT

Lane Group Flow (vph) 142 1909 204 2029

v/c Ratio 0.63 0.42 0.75 0.36

Control Delay 22.1 10.1 78.3 0.3

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 22.1 10.1 78.3 0.4

Queue Length 50th (ft) 2 181 195 6

Queue Length 95th (ft) 66 308 271 12

Internal Link Dist (ft) 1061 848 420

Turn Bay Length (ft) 100

Base Capacity (vph) 361 4498 455 5665

Starvation Cap Reductn 0 0 0 1174

Spillback Cap Reductn 0 0 0 0

Storage Cap Reductn 0 0 0 0

Reduced v/c Ratio 0.39 0.42 0.45 0.45

Intersection Summary

S-B-311
HCM Signalized Intersection Capacity Analysis

8: Station Access #5 & Future Road 5/26/2010

2030 EMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 32

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (vph) 2 129 1754 2 188 1867

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0 4.0

Lane Util. Factor 1.00 0.86 1.00 0.86

Frt 0.87 1.00 1.00 1.00

Flt Protected 1.00 1.00 0.95 1.00

Satd. Flow (prot) 1614 6407 1770 6408

Flt Permitted 1.00 1.00 0.95 1.00

Satd. Flow (perm) 1614 6407 1770 6408

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 2 140 1907 2 204 2029

RTOR Reduction (vph) 132 0 0 0 0 0

Lane Group Flow (vph) 10 0 1909 0 204 2029

Turn Type Prot

Protected Phases 8 2 1 6

Permitted Phases

Actuated Green, G (s) 8.2 98.3 21.5 123.8

Effective Green, g (s) 8.2 98.3 21.5 123.8

Actuated g/C Ratio 0.06 0.70 0.15 0.88

Clearance Time (s) 4.0 4.0 4.0 4.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 95 4499 272 5667

v/s Ratio Prot c0.01 c0.30 c0.12 0.32

v/s Ratio Perm

v/c Ratio 0.11 0.42 0.75 0.36

Uniform Delay, d1 62.4 8.8 56.7 1.4

Progression Factor 1.00 1.00 1.15 0.12

Incremental Delay, d2 0.5 0.3 8.8 0.1

Delay (s) 62.9 9.1 74.0 0.3

Level of Service E A E A

Approach Delay (s) 62.9 9.1 7.0

Approach LOS E A A

Intersection Summary

HCM Average Control Delay 9.8 HCM Level of Service A

HCM Volume to Capacity ratio 0.46

Actuated Cycle Length (s) 140.0 Sum of lost time (s) 12.0

Intersection Capacity Utilization 54.0% ICU Level of Service A

Analysis Period (min) 15

c Critical Lane Group

S-B-312
2030 Conditions

Base + DEMU

S-B-313
S-B-314
Timings

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 1

Lane Group EBL EBT WBT NBL NBT

Lane Configurations

Volume (vph) 255 636 495 762 2

Turn Type Prot Split

Protected Phases 7 4 8 2 2

Permitted Phases

Detector Phase 7 4 8 2 2

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 9.0 28.0 28.0 28.0 28.0

Total Split (s) 14.0 42.0 28.0 28.0 28.0

Total Split (%) 20.0% 60.0% 40.0% 40.0% 40.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0

Lead/Lag Lead Lag

Lead-Lag Optimize? Yes Yes

Recall Mode None C-Max C-Max Max Max

Act Effct Green (s) 9.0 37.0 23.0 23.0 23.0

Actuated g/C Ratio 0.13 0.53 0.33 0.33 0.33

v/c Ratio 1.21 0.37 0.62 1.42 0.71

Control Delay 157.3 16.5 20.5 224.3 18.8

Queue Delay 0.0 0.0 0.0 0.0 0.0

Total Delay 157.3 16.5 20.5 224.3 18.8

LOS F B C F B

Approach Delay 56.8 20.5 150.3

Approach LOS E C F

Intersection Summary

Cycle Length: 70

Actuated Cycle Length: 70

Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green

Natural Cycle: 90

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 1.42

Intersection Signal Delay: 88.4 Intersection LOS: F

Intersection Capacity Utilization 117.5% ICU Level of Service H

Analysis Period (min) 15

Splits and Phases: 1: Dale Evans Parkway & I-15 NB Ramps

S-B-315
Phasings

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 2

Lane Group EBL EBT WBT NBL NBT

Protected Phases 7 4 8 2 2

Permitted Phases

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 9.0 28.0 28.0 28.0 28.0

Total Split (s) 14.0 42.0 28.0 28.0 28.0

Total Split (%) 20.0% 60.0% 40.0% 40.0% 40.0%

Maximum Green (s) 9.0 37.0 23.0 23.0 23.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lead Lag

Lead-Lag Optimize? Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0

Recall Mode None C-Max C-Max Max Max

Walk Time (s) 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 18.0 18.0 18.0 18.0

Pedestrian Calls (#/hr) 5 5 5 5

90th %ile Green (s) 9.0 37.0 23.0 23.0 23.0

90th %ile Term Code Max Coord Coord MaxR MaxR

70th %ile Green (s) 9.0 37.0 23.0 23.0 23.0

70th %ile Term Code Max Coord Coord MaxR MaxR

50th %ile Green (s) 9.0 37.0 23.0 23.0 23.0

50th %ile Term Code Max Coord Coord MaxR MaxR

30th %ile Green (s) 9.0 37.0 23.0 23.0 23.0

30th %ile Term Code Max Coord Coord MaxR MaxR

10th %ile Green (s) 9.0 37.0 23.0 23.0 23.0

10th %ile Term Code Max Coord Coord MaxR MaxR

Intersection Summary

Cycle Length: 70

Actuated Cycle Length: 70

Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green

Control Type: Actuated-Coordinated

S-B-316
Queues

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 3

Lane Group EBL EBT WBT NBL NBT

Lane Group Flow (vph) 277 691 729 828 466

v/c Ratio 1.21 0.37 0.62 1.42 0.71

Control Delay 157.3 16.5 20.5 224.3 18.8

Queue Delay 0.0 0.0 0.0 0.0 0.0

Total Delay 157.3 16.5 20.5 224.3 18.8

Queue Length 50th (ft) ~150 90 122 ~493 97

Queue Length 95th (ft) m#254 m124 177 #697 204

Internal Link Dist (ft) 820 380 2022

Turn Bay Length (ft) 225 150

Base Capacity (vph) 228 1871 1169 582 653

Starvation Cap Reductn 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0

Reduced v/c Ratio 1.21 0.37 0.62 1.42 0.71

Intersection Summary

~ Volume exceeds capacity, queue is theoretically infinite.

 Queue shown is maximum after two cycles.

# 95th percentile volume exceeds capacity, queue may be longer.

 Queue shown is maximum after two cycles.

m Volume for 95th percentile queue is metered by upstream signal.

S-B-317
HCM Signalized Intersection Capacity Analysis

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 4

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 255 636 0 0 495 176 762 2 427 0 0 0

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0 5.0

Lane Util. Factor 1.00 0.95 0.95 1.00 1.00

Frt 1.00 1.00 0.96 1.00 0.85

Flt Protected 0.95 1.00 1.00 0.95 1.00

Satd. Flow (prot) 1770 3539 3400 1770 1585

Flt Permitted 0.95 1.00 1.00 0.95 1.00

Satd. Flow (perm) 1770 3539 3400 1770 1585

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 277 691 0 0 538 191 828 2 464 0 0 0

RTOR Reduction (vph) 0 0 0 0 51 0 0 132 0 0 0 0

Lane Group Flow (vph) 277 691 0 0 678 0 828 334 0 0 0 0

Turn Type Prot Split

Protected Phases 7 4 8 2 2

Permitted Phases

Actuated Green, G (s) 9.0 37.0 23.0 23.0 23.0

Effective Green, g (s) 9.0 37.0 23.0 23.0 23.0

Actuated g/C Ratio 0.13 0.53 0.33 0.33 0.33

Clearance Time (s) 5.0 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 228 1871 1117 582 521

v/s Ratio Prot c0.16 0.20 c0.20 c0.47 0.21

v/s Ratio Perm

v/c Ratio 1.21 0.37 0.61 1.42 0.64

Uniform Delay, d1 30.5 9.7 19.7 23.5 20.0

Progression Factor 1.25 1.63 1.00 1.00 1.00

Incremental Delay, d2 121.4 0.4 2.5 200.1 5.9

Delay (s) 159.6 16.2 22.2 223.6 25.9

Level of Service F B C F C

Approach Delay (s) 57.2 22.2 152.4 0.0

Approach LOS E C F A

Intersection Summary

HCM Average Control Delay 89.9 HCM Level of Service F

HCM Volume to Capacity ratio 1.05

Actuated Cycle Length (s) 70.0 Sum of lost time (s) 15.0

Intersection Capacity Utilization 117.5% ICU Level of Service H

Analysis Period (min) 15

c Critical Lane Group

S-B-318
Timings

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 5

Lane Group EBT EBR WBL WBT SBL SBT

Lane Configurations

Volume (vph) 573 977 321 935 318 1

Turn Type Perm Prot Split

Protected Phases 4 3 8 6 6

Permitted Phases 4

Detector Phase 4 4 3 8 6 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 9.0 21.0 28.0 28.0

Total Split (s) 21.0 21.0 21.0 42.0 28.0 28.0

Total Split (%) 30.0% 30.0% 30.0% 60.0% 40.0% 40.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0

Lead/Lag Lead Lead Lag

Lead-Lag Optimize? Yes Yes Yes

Recall Mode C-Max C-Max None C-Max Max Max

Act Effct Green (s) 16.0 16.0 16.0 37.0 23.0 23.0

Actuated g/C Ratio 0.23 0.23 0.23 0.53 0.33 0.33

v/c Ratio 0.77 1.18 0.86 0.54 0.59 0.81

Control Delay 33.0 103.6 31.2 12.2 24.7 31.1

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 33.0 103.6 31.2 12.2 24.7 31.1

LOS C F C B C C

Approach Delay 77.5 17.1 28.4

Approach LOS E B C

Intersection Summary

Cycle Length: 70

Actuated Cycle Length: 70

Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green

Natural Cycle: 90

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 1.18

Intersection Signal Delay: 45.8 Intersection LOS: D

Intersection Capacity Utilization 117.5% ICU Level of Service H

Analysis Period (min) 15

Splits and Phases: 2: Dale Evans Parkway & I-15 SB Ramps

S-B-319
Phasings

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 6

Lane Group EBT EBR WBL WBT SBL SBT

Protected Phases 4 3 8 6 6

Permitted Phases 4

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 9.0 21.0 28.0 28.0

Total Split (s) 21.0 21.0 21.0 42.0 28.0 28.0

Total Split (%) 30.0% 30.0% 30.0% 60.0% 40.0% 40.0%

Maximum Green (s) 16.0 16.0 16.0 37.0 23.0 23.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lead Lead Lag

Lead-Lag Optimize? Yes Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0

Recall Mode C-Max C-Max None C-Max Max Max

Walk Time (s) 5.0 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0 18.0 18.0

Pedestrian Calls (#/hr) 5 5 5 5 5

90th %ile Green (s) 16.0 16.0 16.0 37.0 23.0 23.0

90th %ile Term Code Coord Coord Max Coord MaxR MaxR

70th %ile Green (s) 16.0 16.0 16.0 37.0 23.0 23.0

70th %ile Term Code Coord Coord Max Coord MaxR MaxR

50th %ile Green (s) 16.0 16.0 16.0 37.0 23.0 23.0

50th %ile Term Code Coord Coord Max Coord MaxR MaxR

30th %ile Green (s) 16.0 16.0 16.0 37.0 23.0 23.0

30th %ile Term Code Coord Coord Max Coord MaxR MaxR

10th %ile Green (s) 16.0 16.0 16.0 37.0 23.0 23.0

10th %ile Term Code Coord Coord Hold Coord MaxR MaxR

Intersection Summary

Cycle Length: 70

Actuated Cycle Length: 70

Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green

Control Type: Actuated-Coordinated

S-B-320
Queues

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 7

Lane Group EBT EBR WBL WBT SBL SBT

Lane Group Flow (vph) 623 1062 349 1016 346 469

v/c Ratio 0.77 1.18 0.86 0.54 0.59 0.81

Control Delay 33.0 103.6 31.2 12.2 24.7 31.1

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 33.0 103.6 31.2 12.2 24.7 31.1

Queue Length 50th (ft) 132 ~302 140 172 123 151

Queue Length 95th (ft) #193 #528 m133 m158 203 #308

Internal Link Dist (ft) 920 820 1339

Turn Bay Length (ft) 300 300

Base Capacity (vph) 809 903 405 1871 582 577

Starvation Cap Reductn 0 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0

Reduced v/c Ratio 0.77 1.18 0.86 0.54 0.59 0.81

Intersection Summary

~ Volume exceeds capacity, queue is theoretically infinite.

 Queue shown is maximum after two cycles.

# 95th percentile volume exceeds capacity, queue may be longer.

 Queue shown is maximum after two cycles.

m Volume for 95th percentile queue is metered by upstream signal.

S-B-321
HCM Signalized Intersection Capacity Analysis

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 8

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 0 573 977 321 935 0 0 0 0 318 1 431

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0

Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00

Frt 1.00 0.85 1.00 1.00 1.00 0.85

Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00

Satd. Flow (prot) 3539 1583 1770 3539 1770 1584

Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00

Satd. Flow (perm) 3539 1583 1770 3539 1770 1584

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 0 623 1062 349 1016 0 0 0 0 346 1 468

RTOR Reduction (vph) 0 0 541 0 0 0 0 0 0 0 57 0

Lane Group Flow (vph) 0 623 521 349 1016 0 0 0 0 346 412 0

Turn Type Perm Prot Split

Protected Phases 4 3 8 6 6

Permitted Phases 4

Actuated Green, G (s) 16.0 16.0 16.0 37.0 23.0 23.0

Effective Green, g (s) 16.0 16.0 16.0 37.0 23.0 23.0

Actuated g/C Ratio 0.23 0.23 0.23 0.53 0.33 0.33

Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 809 362 405 1871 582 520

v/s Ratio Prot 0.18 c0.20 0.29 0.20 c0.26

v/s Ratio Perm c0.33

v/c Ratio 0.77 1.44 0.86 0.54 0.59 0.79

Uniform Delay, d1 25.3 27.0 25.9 10.9 19.6 21.3

Progression Factor 1.00 1.00 1.01 1.09 1.00 1.00

Incremental Delay, d2 7.0 213.1 1.9 0.1 4.4 11.7

Delay (s) 32.3 240.1 28.2 12.0 24.0 33.1

Level of Service C F C B C C

Approach Delay (s) 163.2 16.1 0.0 29.2

Approach LOS F B A C

Intersection Summary

HCM Average Control Delay 83.0 HCM Level of Service F

HCM Volume to Capacity ratio 1.00

Actuated Cycle Length (s) 70.0 Sum of lost time (s) 15.0

Intersection Capacity Utilization 117.5% ICU Level of Service H

Analysis Period (min) 15

c Critical Lane Group

S-B-322
Timings

3: Dale Evans Parkway & Station Access #1 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 9

Lane Group EBT WBL WBT NBL

Lane Configurations

Volume (vph) 1266 355 1010 2

Turn Type Prot

Protected Phases 4 3 8 2

Permitted Phases

Detector Phase 4 3 8 2

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 8.0 20.0 20.0

Total Split (s) 20.0 20.0 40.0 20.0

Total Split (%) 33.3% 33.3% 66.7% 33.3%

Yellow Time (s) 3.5 3.5 3.5 3.5

All-Red Time (s) 0.5 0.5 0.5 0.5

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Recall Mode None None None C-Max

Act Effct Green (s) 16.0 15.4 35.4 16.6

Actuated g/C Ratio 0.27 0.26 0.59 0.28

v/c Ratio 0.80 0.85 0.37 0.46

Control Delay 25.0 41.3 6.8 5.3

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 25.0 41.3 6.8 5.3

LOS C D A A

Approach Delay 25.0 15.7 5.3

Approach LOS C B A

Intersection Summary

Cycle Length: 60

Actuated Cycle Length: 60

Offset: 0 (0%), Referenced to phase 2:NBL and 6:, Start of Green

Natural Cycle: 60

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.85

Intersection Signal Delay: 18.8 Intersection LOS: B

Intersection Capacity Utilization 65.7% ICU Level of Service C

Analysis Period (min) 15

Splits and Phases: 3: Dale Evans Parkway & Station Access #1

S-B-323
Phasings

3: Dale Evans Parkway & Station Access #1 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 10

Lane Group EBT WBL WBT NBL

Protected Phases 4 3 8 2

Permitted Phases

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 8.0 20.0 20.0

Total Split (s) 20.0 20.0 40.0 20.0

Total Split (%) 33.3% 33.3% 66.7% 33.3%

Maximum Green (s) 16.0 16.0 36.0 16.0

Yellow Time (s) 3.5 3.5 3.5 3.5

All-Red Time (s) 0.5 0.5 0.5 0.5

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0

Recall Mode None None None C-Max

Walk Time (s) 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0

Pedestrian Calls (#/hr) 0 0 0

90th %ile Green (s) 16.0 16.0 36.0 16.0

90th %ile Term Code Max Max Hold Coord

70th %ile Green (s) 16.0 16.0 36.0 16.0

70th %ile Term Code Max Max Hold Coord

50th %ile Green (s) 16.0 16.0 36.0 16.0

50th %ile Term Code Max Max Hold Coord

30th %ile Green (s) 16.0 16.0 36.0 16.0

30th %ile Term Code Max Max Hold Coord

10th %ile Green (s) 16.2 12.8 33.0 19.0

10th %ile Term Code Gap Gap Hold Coord

Intersection Summary

Cycle Length: 60

Actuated Cycle Length: 60

Offset: 0 (0%), Referenced to phase 2:NBL and 6:, Start of Green

Control Type: Actuated-Coordinated

S-B-324
Queues

3: Dale Evans Parkway & Station Access #1 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 11

Lane Group EBT WBL WBT NBL

Lane Group Flow (vph) 1378 386 1098 310

v/c Ratio 0.80 0.85 0.37 0.46

Control Delay 25.0 41.3 6.8 5.3

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 25.0 41.3 6.8 5.3

Queue Length 50th (ft) 134 130 64 1

Queue Length 95th (ft) 172 #262 85 51

Internal Link Dist (ft) 920 920 1731

Turn Bay Length (ft) 200

Base Capacity (vph) 1713 472 3051 669

Starvation Cap Reductn 0 0 0 0

Spillback Cap Reductn 0 0 0 0

Storage Cap Reductn 0 0 0 0

Reduced v/c Ratio 0.80 0.82 0.36 0.46

Intersection Summary

# 95th percentile volume exceeds capacity, queue may be longer.

 Queue shown is maximum after two cycles.

S-B-325
HCM Signalized Intersection Capacity Analysis

3: Dale Evans Parkway & Station Access #1 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 12

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (vph) 1266 2 355 1010 2 283

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0 4.0

Lane Util. Factor 0.86 1.00 0.91 1.00

Frt 1.00 1.00 1.00 0.87

Flt Protected 1.00 0.95 1.00 1.00

Satd. Flow (prot) 6406 1770 5085 1612

Flt Permitted 1.00 0.95 1.00 1.00

Satd. Flow (perm) 6406 1770 5085 1612

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 1376 2 386 1098 2 308

RTOR Reduction (vph) 0 0 0 0 223 0

Lane Group Flow (vph) 1378 0 386 1098 87 0

Turn Type Prot

Protected Phases 4 3 8 2

Permitted Phases

Actuated Green, G (s) 16.0 15.4 35.4 16.6

Effective Green, g (s) 16.0 15.4 35.4 16.6

Actuated g/C Ratio 0.27 0.26 0.59 0.28

Clearance Time (s) 4.0 4.0 4.0 4.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 1708 454 3000 446

v/s Ratio Prot c0.22 c0.22 0.22 c0.05

v/s Ratio Perm

v/c Ratio 0.81 0.85 0.37 0.20

Uniform Delay, d1 20.6 21.2 6.4 16.6

Progression Factor 1.00 1.00 1.00 1.00

Incremental Delay, d2 2.9 14.1 0.1 1.0

Delay (s) 23.5 35.3 6.5 17.6

Level of Service C D A B

Approach Delay (s) 23.5 14.0 17.6

Approach LOS C B B

Intersection Summary

HCM Average Control Delay 18.5 HCM Level of Service B

HCM Volume to Capacity ratio 0.61

Actuated Cycle Length (s) 60.0 Sum of lost time (s) 12.0

Intersection Capacity Utilization 65.7% ICU Level of Service C

Analysis Period (min) 15

c Critical Lane Group

S-B-326
Timings

4: Dale Evans Parkway & Station Access #2 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 13

Lane Group EBT WBL WBT NBL

Lane Configurations

Volume (vph) 1211 81 929 2

Turn Type Prot

Protected Phases 4 3 8 2

Permitted Phases

Detector Phase 4 3 8 2

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 8.0 20.0 20.0

Total Split (s) 20.0 10.0 30.0 20.0

Total Split (%) 40.0% 20.0% 60.0% 40.0%

Yellow Time (s) 3.5 3.5 3.5 3.5

All-Red Time (s) 0.5 0.5 0.5 0.5

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Recall Mode None None None C-Max

Act Effct Green (s) 15.7 5.9 21.7 20.3

Actuated g/C Ratio 0.31 0.12 0.43 0.41

v/c Ratio 0.66 0.42 0.36 0.09

Control Delay 16.6 27.1 9.4 4.8

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 16.6 27.1 9.4 4.8

LOS B C A A

Approach Delay 16.6 10.8 4.8

Approach LOS B B A

Intersection Summary

Cycle Length: 50

Actuated Cycle Length: 50

Offset: 0 (0%), Referenced to phase 2:NBL and 6:, Start of Green

Natural Cycle: 50

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.66

Intersection Signal Delay: 13.7 Intersection LOS: B

Intersection Capacity Utilization 35.6% ICU Level of Service A

Analysis Period (min) 15

Splits and Phases: 4: Dale Evans Parkway & Station Access #2

S-B-327
Phasings

4: Dale Evans Parkway & Station Access #2 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 14

Lane Group EBT WBL WBT NBL

Protected Phases 4 3 8 2

Permitted Phases

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 8.0 20.0 20.0

Total Split (s) 20.0 10.0 30.0 20.0

Total Split (%) 40.0% 20.0% 60.0% 40.0%

Maximum Green (s) 16.0 6.0 26.0 16.0

Yellow Time (s) 3.5 3.5 3.5 3.5

All-Red Time (s) 0.5 0.5 0.5 0.5

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0

Recall Mode None None None C-Max

Walk Time (s) 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0

Pedestrian Calls (#/hr) 0 0 0

90th %ile Green (s) 16.0 6.0 26.0 16.0

90th %ile Term Code Max Max Hold Coord

70th %ile Green (s) 16.0 6.0 26.0 16.0

70th %ile Term Code Max Max Hold Coord

50th %ile Green (s) 16.0 6.0 26.0 16.0

50th %ile Term Code Max Max Hold Coord

30th %ile Green (s) 16.4 0.0 16.4 25.6

30th %ile Term Code Gap Skip Hold Coord

10th %ile Green (s) 14.0 0.0 14.0 28.0

10th %ile Term Code Gap Skip Hold Coord

Intersection Summary

Cycle Length: 50

Actuated Cycle Length: 50

Offset: 0 (0%), Referenced to phase 2:NBL and 6:, Start of Green

Control Type: Actuated-Coordinated

S-B-328
Queues

4: Dale Evans Parkway & Station Access #2 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 15

Lane Group EBT WBL WBT NBL

Lane Group Flow (vph) 1318 88 1010 63

v/c Ratio 0.66 0.42 0.36 0.09

Control Delay 16.6 27.1 9.4 4.8

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 16.6 27.1 9.4 4.8

Queue Length 50th (ft) 93 25 43 0

Queue Length 95th (ft) 124 59 59 20

Internal Link Dist (ft) 920 920 736

Turn Bay Length (ft) 200

Base Capacity (vph) 2061 212 3332 692

Starvation Cap Reductn 0 0 0 0

Spillback Cap Reductn 0 0 0 0

Storage Cap Reductn 0 0 0 0

Reduced v/c Ratio 0.64 0.42 0.30 0.09

Intersection Summary

S-B-329
HCM Signalized Intersection Capacity Analysis

4: Dale Evans Parkway & Station Access #2 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 16

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (vph) 1211 2 81 929 2 56

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0 4.0

Lane Util. Factor 0.86 1.00 0.86 1.00

Frt 1.00 1.00 1.00 0.87

Flt Protected 1.00 0.95 1.00 1.00

Satd. Flow (prot) 6406 1770 6408 1617

Flt Permitted 1.00 0.95 1.00 1.00

Satd. Flow (perm) 6406 1770 6408 1617

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 1316 2 88 1010 2 61

RTOR Reduction (vph) 1 0 0 0 38 0

Lane Group Flow (vph) 1317 0 88 1010 25 0

Turn Type Prot

Protected Phases 4 3 8 2

Permitted Phases

Actuated Green, G (s) 15.7 3.6 23.3 18.7

Effective Green, g (s) 15.7 3.6 23.3 18.7

Actuated g/C Ratio 0.31 0.07 0.47 0.37

Clearance Time (s) 4.0 4.0 4.0 4.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 2011 127 2986 605

v/s Ratio Prot c0.21 c0.05 0.16 c0.02

v/s Ratio Perm

v/c Ratio 0.66 0.69 0.34 0.04

Uniform Delay, d1 14.8 22.7 8.5 9.9

Progression Factor 1.00 1.00 1.00 1.00

Incremental Delay, d2 0.8 15.1 0.1 0.1

Delay (s) 15.6 37.8 8.5 10.1

Level of Service B D A B

Approach Delay (s) 15.6 10.9 10.1

Approach LOS B B B

Intersection Summary

HCM Average Control Delay 13.4 HCM Level of Service B

HCM Volume to Capacity ratio 0.36

Actuated Cycle Length (s) 50.0 Sum of lost time (s) 12.0

Intersection Capacity Utilization 35.6% ICU Level of Service A

Analysis Period (min) 15

c Critical Lane Group

S-B-330
Timings

5: Dale Evans Parkway & Future Road 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 17

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT

Lane Configurations

Volume (vph) 17 141 363 687 89 515 722 586 485 969

Turn Type Prot Perm Prot Prot Perm Prot

Protected Phases 7 4 3 8 5 2 1 6

Permitted Phases 4 2

Detector Phase 7 4 4 3 8 5 2 2 1 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 9.0 44.0 44.0 9.0 44.0 9.0 44.0 44.0 9.0 44.0

Total Split (s) 28.0 44.0 44.0 28.0 44.0 34.0 44.0 44.0 34.0 44.0

Total Split (%) 18.7% 29.3% 29.3% 18.7% 29.3% 22.7% 29.3% 29.3% 22.7% 29.3%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Lead/Lag Lag Lead Lead Lag Lead Lag Lag Lag Lead Lead

Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes

Recall Mode None None None None None None C-Max C-Max None C-Max

Act Effct Green (s) 26.7 17.1 17.1 44.0 38.7 29.0 41.8 41.8 27.1 39.9

Actuated g/C Ratio 0.18 0.11 0.11 0.29 0.26 0.19 0.28 0.28 0.18 0.27

v/c Ratio 0.06 0.38 0.78 0.74 0.28 0.84 0.55 0.79 0.85 0.80

Control Delay 46.6 61.9 17.9 52.8 20.5 60.6 39.1 21.6 73.1 56.4

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 46.6 61.9 17.9 52.8 20.5 60.6 39.1 21.6 73.1 56.4

LOS D E B D C E D C E E

Approach Delay 30.7 44.4 39.5 61.9

Approach LOS C D D E

Intersection Summary

Cycle Length: 150

Actuated Cycle Length: 150

Offset: 96 (64%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Natural Cycle: 150

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.85

Intersection Signal Delay: 46.5 Intersection LOS: D

Intersection Capacity Utilization 74.0% ICU Level of Service D

Analysis Period (min) 15

Splits and Phases: 5: Dale Evans Parkway & Future Road

S-B-331
Phasings

5: Dale Evans Parkway & Future Road 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 18

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT

Protected Phases 7 4 3 8 5 2 1 6

Permitted Phases 4 2

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 9.0 44.0 44.0 9.0 44.0 9.0 44.0 44.0 9.0 44.0

Total Split (s) 28.0 44.0 44.0 28.0 44.0 34.0 44.0 44.0 34.0 44.0

Total Split (%) 18.7% 29.3% 29.3% 18.7% 29.3% 22.7% 29.3% 29.3% 22.7% 29.3%

Maximum Green (s) 23.0 39.0 39.0 23.0 39.0 29.0 39.0 39.0 29.0 39.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lag Lead Lead Lag Lead Lag Lag Lag Lead Lead

Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Recall Mode None None None None None None C-Max C-Max None C-Max

Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 34.0 34.0 34.0 34.0 34.0 34.0

Pedestrian Calls (#/hr) 5 5 5 5 5 5

90th %ile Green (s) 23.0 39.0 39.0 23.0 39.0 29.0 39.0 39.0 29.0 39.0

90th %ile Term Code Hold Ped Ped Max Ped Max Coord Coord Max Coord

70th %ile Green (s) 48.2 15.7 15.7 44.7 12.2 29.0 39.0 39.0 30.6 40.6

70th %ile Term Code Hold Gap Gap Gap Gap Max Coord Coord Max Coord

50th %ile Green (s) 50.9 11.9 11.9 47.3 8.3 29.0 42.7 42.7 28.1 41.8

50th %ile Term Code Hold Gap Gap Gap Gap Max Coord Coord Gap Coord

30th %ile Green (s) 0.0 10.5 10.5 51.5 67.0 29.0 42.3 42.3 25.7 39.0

30th %ile Term Code Skip Gap Gap Max Hold Hold Coord Coord Gap Coord

10th %ile Green (s) 0.0 8.6 8.6 53.4 67.0 29.0 46.0 46.0 22.0 39.0

10th %ile Term Code Skip Gap Gap Max Hold Hold Coord Coord Gap Coord

Intersection Summary

Cycle Length: 150

Actuated Cycle Length: 150

Offset: 96 (64%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Control Type: Actuated-Coordinated

S-B-332
Queues

5: Dale Evans Parkway & Future Road 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 19

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT

Lane Group Flow (vph) 18 153 395 747 263 560 785 637 527 1075

v/c Ratio 0.06 0.38 0.78 0.74 0.28 0.84 0.55 0.79 0.85 0.80

Control Delay 46.6 61.9 17.9 52.8 20.5 60.6 39.1 21.6 73.1 56.4

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 46.6 61.9 17.9 52.8 20.5 60.6 39.1 21.6 73.1 56.4

Queue Length 50th (ft) 12 77 23 330 49 278 189 166 258 353

Queue Length 95th (ft) 41 93 116 #634 77 #319 252 253 324 421

Internal Link Dist (ft) 1660 920 920 1521

Turn Bay Length (ft) 100 150 100

Base Capacity (vph) 397 920 685 1007 1183 664 1417 803 671 1350

Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0

Reduced v/c Ratio 0.05 0.17 0.58 0.74 0.22 0.84 0.55 0.79 0.79 0.80

Intersection Summary

# 95th percentile volume exceeds capacity, queue may be longer.

 Queue shown is maximum after two cycles.

S-B-333
HCM Signalized Intersection Capacity Analysis

5: Dale Evans Parkway & Future Road 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 20

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 17 141 363 687 89 153 515 722 586 485 969 20

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 0.97 0.91 1.00 0.97 0.91

Frt 1.00 1.00 0.85 1.00 0.91 1.00 1.00 0.85 1.00 1.00

Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00

Satd. Flow (prot) 1770 3539 1583 3433 3204 3433 5085 1583 3433 5070

Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00

Satd. Flow (perm) 1770 3539 1583 3433 3204 3433 5085 1583 3433 5070

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 18 153 395 747 97 166 560 785 637 527 1053 22

RTOR Reduction (vph) 0 0 328 0 123 0 0 0 369 0 1 0

Lane Group Flow (vph) 18 153 67 747 140 0 560 785 268 527 1074 0

Turn Type Prot Perm Prot Prot Perm Prot

Protected Phases 7 4 3 8 5 2 1 6

Permitted Phases 4 2

Actuated Green, G (s) 24.4 17.1 17.1 46.0 38.7 29.0 39.8 39.8 27.1 37.9

Effective Green, g (s) 24.4 17.1 17.1 46.0 38.7 29.0 39.8 39.8 27.1 37.9

Actuated g/C Ratio 0.16 0.11 0.11 0.31 0.26 0.19 0.27 0.27 0.18 0.25

Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 288 403 180 1053 827 664 1349 420 620 1281

v/s Ratio Prot 0.01 c0.04 c0.22 0.04 c0.16 0.15 0.15 c0.21

v/s Ratio Perm 0.04 0.17

v/c Ratio 0.06 0.38 0.37 0.71 0.17 0.84 0.58 0.64 0.85 0.84

Uniform Delay, d1 53.1 61.5 61.5 46.1 43.2 58.3 47.9 48.7 59.5 53.1

Progression Factor 1.00 1.00 1.00 1.00 1.00 0.83 0.80 1.29 1.00 1.00

Incremental Delay, d2 0.1 0.6 1.3 2.2 0.1 9.0 1.7 6.8 10.8 6.7

Delay (s) 53.2 62.1 62.8 48.3 43.3 57.6 40.2 69.8 70.3 59.8

Level of Service D E E D D E D E E E

Approach Delay (s) 62.3 47.0 54.6 63.2

Approach LOS E D D E

Intersection Summary

HCM Average Control Delay 56.6 HCM Level of Service E

HCM Volume to Capacity ratio 0.73

Actuated Cycle Length (s) 150.0 Sum of lost time (s) 20.0

Intersection Capacity Utilization 74.0% ICU Level of Service D

Analysis Period (min) 15

c Critical Lane Group

S-B-334
Timings

6: Station Access #3 & Future Road 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 21

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Lane Configurations

Volume (vph) 48 2 2 2 71 1736 56 1899

Turn Type Perm Perm Prot Prot

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Detector Phase 4 4 8 8 5 2 1 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 20.0 20.0 9.0 21.0 8.0 21.0

Total Split (s) 21.0 21.0 21.0 21.0 12.0 44.0 10.0 42.0

Total Split (%) 28.0% 28.0% 28.0% 28.0% 16.0% 58.7% 13.3% 56.0%

Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Lead/Lag Lag Lag Lead Lead

Lead-Lag Optimize? Yes Yes Yes Yes

Recall Mode None None None None None C-Max None C-Max

Act Effct Green (s) 9.2 9.2 9.2 7.5 53.3 7.3 50.9

Actuated g/C Ratio 0.12 0.12 0.12 0.10 0.71 0.10 0.68

v/c Ratio 0.24 0.38 0.20 0.44 0.41 0.36 0.49

Control Delay 30.6 10.3 12.1 30.4 4.8 33.1 10.7

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 30.6 10.3 12.1 30.4 4.8 33.1 10.7

LOS C B B C A C B

Approach Delay 16.8 12.1 5.8 11.3

Approach LOS B B A B

Intersection Summary

Cycle Length: 75

Actuated Cycle Length: 75

Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Natural Cycle: 55

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.49

Intersection Signal Delay: 9.0 Intersection LOS: A

Intersection Capacity Utilization 51.9% ICU Level of Service A

Analysis Period (min) 15

Splits and Phases: 6: Station Access #3 & Future Road

S-B-335
Phasings

6: Station Access #3 & Future Road 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 22

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 20.0 20.0 9.0 21.0 8.0 21.0

Total Split (s) 21.0 21.0 21.0 21.0 12.0 44.0 10.0 42.0

Total Split (%) 28.0% 28.0% 28.0% 28.0% 16.0% 58.7% 13.3% 56.0%

Maximum Green (s) 17.0 17.0 17.0 17.0 8.0 40.0 6.0 38.0

Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lag Lag Lead Lead

Lead-Lag Optimize? Yes Yes Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Recall Mode None None None None None C-Max None C-Max

Walk Time (s) 5.0 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0

Pedestrian Calls (#/hr) 5 5 0 0 5

90th %ile Green (s) 16.0 16.0 16.0 16.0 8.0 40.0 7.0 39.0

90th %ile Term Code Ped Ped Hold Hold Max Coord Max Coord

70th %ile Green (s) 9.6 9.6 9.6 9.6 8.0 44.3 9.1 45.4

70th %ile Term Code Gap Gap Hold Hold Max Coord Gap Coord

50th %ile Green (s) 8.2 8.2 8.2 8.2 8.0 46.9 7.9 46.8

50th %ile Term Code Gap Gap Hold Hold Max Coord Gap Coord

30th %ile Green (s) 6.8 6.8 6.8 6.8 8.0 60.2 0.0 48.2

30th %ile Term Code Gap Gap Hold Hold Hold Coord Skip Coord

10th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 71.0 0.0 71.0

10th %ile Term Code Skip Skip Skip Skip Skip Coord Skip Coord

Intersection Summary

Cycle Length: 75

Actuated Cycle Length: 75

Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Control Type: Actuated-Coordinated

S-B-336
Queues

6: Station Access #3 & Future Road 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 23

Lane Group EBL EBT WBT NBL NBT SBL SBT

Lane Group Flow (vph) 52 110 46 77 1889 61 2135

v/c Ratio 0.24 0.38 0.20 0.44 0.41 0.36 0.49

Control Delay 30.6 10.3 12.1 30.4 4.8 33.1 10.7

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 30.6 10.3 12.1 30.4 4.8 33.1 10.7

Queue Length 50th (ft) 23 1 2 35 58 37 236

Queue Length 95th (ft) 48 39 27 m58 106 m58 221

Internal Link Dist (ft) 813 777 420 920

Turn Bay Length (ft) 100 100

Base Capacity (vph) 400 444 398 189 4552 174 4330

Starvation Cap Reductn 0 0 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0 0

Reduced v/c Ratio 0.13 0.25 0.12 0.41 0.41 0.35 0.49

Intersection Summary

m Volume for 95th percentile queue is metered by upstream signal.

S-B-337
HCM Signalized Intersection Capacity Analysis

6: Station Access #3 & Future Road 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 24

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 48 2 99 2 2 39 71 1736 2 56 1899 65

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Lane Util. Factor 1.00 1.00 1.00 1.00 0.86 1.00 0.86

Frt 1.00 0.85 0.88 1.00 1.00 1.00 1.00

Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00

Satd. Flow (prot) 1770 1588 1630 1770 6407 1770 6376

Flt Permitted 0.95 1.00 0.99 0.95 1.00 0.95 1.00

Satd. Flow (perm) 1765 1588 1610 1770 6407 1770 6376

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 52 2 108 2 2 42 77 1887 2 61 2064 71

RTOR Reduction (vph) 0 96 0 0 37 0 0 0 0 0 5 0

Lane Group Flow (vph) 52 14 0 0 9 0 77 1889 0 61 2130 0

Turn Type Perm Perm Prot Prot

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Actuated Green, G (s) 8.1 8.1 8.1 7.2 50.1 4.8 47.7

Effective Green, g (s) 8.1 8.1 8.1 7.2 50.1 4.8 47.7

Actuated g/C Ratio 0.11 0.11 0.11 0.10 0.67 0.06 0.64

Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 191 172 174 170 4280 113 4055

v/s Ratio Prot 0.01 0.04 c0.29 0.03 c0.33

v/s Ratio Perm c0.03 0.01

v/c Ratio 0.27 0.08 0.05 0.45 0.44 0.54 0.53

Uniform Delay, d1 30.7 30.1 30.0 32.0 5.9 34.0 7.5

Progression Factor 1.00 1.00 1.00 0.74 0.65 0.93 1.31

Incremental Delay, d2 0.8 0.2 0.1 1.7 0.3 3.2 0.3

Delay (s) 31.5 30.3 30.1 25.3 4.1 34.8 10.1

Level of Service C C C C A C B

Approach Delay (s) 30.7 30.1 5.0 10.8

Approach LOS C C A B

Intersection Summary

HCM Average Control Delay 9.1 HCM Level of Service A

HCM Volume to Capacity ratio 0.47

Actuated Cycle Length (s) 75.0 Sum of lost time (s) 8.0

Intersection Capacity Utilization 51.9% ICU Level of Service A

Analysis Period (min) 15

c Critical Lane Group

S-B-338
Timings

7: Station Access #4 & Future Road 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 25

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Lane Configurations

Volume (vph) 145 2 2 2 239 1607 78 1703

Turn Type Perm Perm Prot Prot

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Detector Phase 4 4 8 8 5 2 1 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 20.0 20.0 8.0 20.0 8.0 20.0

Total Split (s) 20.0 20.0 20.0 20.0 21.0 42.0 13.0 34.0

Total Split (%) 26.7% 26.7% 26.7% 26.7% 28.0% 56.0% 17.3% 45.3%

Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Lead/Lag Lag Lag Lead Lead

Lead-Lag Optimize? Yes Yes Yes Yes

Recall Mode None None None None None C-Max None C-Max

Act Effct Green (s) 12.6 12.6 12.6 17.0 44.2 8.2 33.4

Actuated g/C Ratio 0.17 0.17 0.17 0.23 0.59 0.11 0.45

v/c Ratio 0.62 0.61 0.24 0.65 0.46 0.44 0.74

Control Delay 39.4 8.8 10.6 24.2 3.6 51.2 19.5

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 39.4 8.8 10.6 24.2 3.6 51.2 19.5

LOS D A B C A D B

Approach Delay 18.8 10.6 6.3 20.8

Approach LOS B B A C

Intersection Summary

Cycle Length: 75

Actuated Cycle Length: 75

Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Natural Cycle: 60

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.74

Intersection Signal Delay: 14.3 Intersection LOS: B

Intersection Capacity Utilization 70.0% ICU Level of Service C

Analysis Period (min) 15

Splits and Phases: 7: Station Access #4 & Future Road

S-B-339
Phasings

7: Station Access #4 & Future Road 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 26

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 20.0 20.0 8.0 20.0 8.0 20.0

Total Split (s) 20.0 20.0 20.0 20.0 21.0 42.0 13.0 34.0

Total Split (%) 26.7% 26.7% 26.7% 26.7% 28.0% 56.0% 17.3% 45.3%

Maximum Green (s) 16.0 16.0 16.0 16.0 17.0 38.0 9.0 30.0

Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lag Lag Lead Lead

Lead-Lag Optimize? Yes Yes Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Recall Mode None None None None None C-Max None C-Max

Walk Time (s) 5.0 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0

Pedestrian Calls (#/hr) 5 5 0 0 5

90th %ile Green (s) 16.0 16.0 16.0 16.0 17.0 38.0 9.0 30.0

90th %ile Term Code Max Max Hold Hold Max Coord Max Coord

70th %ile Green (s) 15.2 15.2 15.2 15.2 17.0 38.0 9.8 30.8

70th %ile Term Code Gap Gap Hold Hold Max Coord Max Coord

50th %ile Green (s) 13.1 13.1 13.1 13.1 17.0 41.0 8.9 32.9

50th %ile Term Code Gap Gap Hold Hold Hold Coord Gap Coord

30th %ile Green (s) 10.8 10.8 10.8 10.8 17.0 44.7 7.5 35.2

30th %ile Term Code Gap Gap Hold Hold Hold Coord Gap Coord

10th %ile Green (s) 7.7 7.7 7.7 7.7 17.0 59.3 0.0 38.3

10th %ile Term Code Gap Gap Hold Hold Hold Coord Skip Coord

Intersection Summary

Cycle Length: 75

Actuated Cycle Length: 75

Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Control Type: Actuated-Coordinated

S-B-340
Queues

7: Station Access #4 & Future Road 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 27

Lane Group EBL EBT WBT NBL NBT SBL SBT

Lane Group Flow (vph) 158 325 63 260 1749 85 2086

v/c Ratio 0.62 0.61 0.24 0.65 0.46 0.44 0.74

Control Delay 39.4 8.8 10.6 24.2 3.6 51.2 19.5

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 39.4 8.8 10.6 24.2 3.6 51.2 19.5

Queue Length 50th (ft) 68 1 2 110 30 64 338

Queue Length 95th (ft) 122 63 31 138 39 95 244

Internal Link Dist (ft) 873 973 420 420

Turn Bay Length (ft) 200 100

Base Capacity (vph) 324 592 321 401 3777 216 2837

Starvation Cap Reductn 0 0 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0 0

Reduced v/c Ratio 0.49 0.55 0.20 0.65 0.46 0.39 0.74

Intersection Summary

S-B-341
HCM Signalized Intersection Capacity Analysis

7: Station Access #4 & Future Road 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 28

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 145 2 297 2 2 54 239 1607 2 78 1703 216

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Lane Util. Factor 1.00 1.00 1.00 1.00 0.86 1.00 0.86

Frt 1.00 0.85 0.87 1.00 1.00 1.00 0.98

Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00

Satd. Flow (prot) 1770 1585 1625 1770 6407 1770 6300

Flt Permitted 0.82 1.00 0.79 0.95 1.00 0.95 1.00

Satd. Flow (perm) 1521 1585 1289 1770 6407 1770 6300

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 158 2 323 2 2 59 260 1747 2 85 1851 235

RTOR Reduction (vph) 0 269 0 0 49 0 0 0 0 0 29 0

Lane Group Flow (vph) 158 56 0 0 14 0 260 1749 0 85 2057 0

Turn Type Perm Perm Prot Prot

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Actuated Green, G (s) 12.6 12.6 12.6 17.8 43.4 7.0 32.6

Effective Green, g (s) 12.6 12.6 12.6 17.8 43.4 7.0 32.6

Actuated g/C Ratio 0.17 0.17 0.17 0.24 0.58 0.09 0.43

Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 256 266 217 420 3708 165 2738

v/s Ratio Prot 0.04 c0.15 0.27 0.05 c0.33

v/s Ratio Perm c0.10 0.01

v/c Ratio 0.62 0.21 0.06 0.62 0.47 0.52 0.75

Uniform Delay, d1 29.0 26.9 26.2 25.6 9.2 32.4 17.8

Progression Factor 1.00 1.00 1.00 0.63 0.33 1.44 1.05

Incremental Delay, d2 4.4 0.4 0.1 2.4 0.4 2.4 1.7

Delay (s) 33.3 27.3 26.4 18.6 3.4 49.1 20.4

Level of Service C C C B A D C

Approach Delay (s) 29.3 26.4 5.3 21.5

Approach LOS C C A C

Intersection Summary

HCM Average Control Delay 15.5 HCM Level of Service B

HCM Volume to Capacity ratio 0.69

Actuated Cycle Length (s) 75.0 Sum of lost time (s) 12.0

Intersection Capacity Utilization 70.0% ICU Level of Service C

Analysis Period (min) 15

c Critical Lane Group

S-B-342
Timings

8: Station Access #5 & Future Road 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 29

Lane Group WBL NBT SBL SBT

Lane Configurations

Volume (vph) 2 1754 133 1867

Turn Type Prot

Protected Phases 8 2 1 6

Permitted Phases

Detector Phase 8 2 1 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 8.0 20.0

Total Split (s) 20.0 38.0 17.0 55.0

Total Split (%) 26.7% 50.7% 22.7% 73.3%

Yellow Time (s) 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Recall Mode None C-Max None C-Max

Act Effct Green (s) 8.0 46.1 10.8 61.7

Actuated g/C Ratio 0.11 0.61 0.14 0.82

v/c Ratio 0.39 0.48 0.57 0.38

Control Delay 11.4 10.0 46.4 0.4

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 11.4 10.0 46.4 0.4

LOS B A D A

Approach Delay 11.4 10.0 3.5

Approach LOS B A A

Intersection Summary

Cycle Length: 75

Actuated Cycle Length: 75

Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Natural Cycle: 55

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.57

Intersection Signal Delay: 6.6 Intersection LOS: A

Intersection Capacity Utilization 48.6% ICU Level of Service A

Analysis Period (min) 15

Splits and Phases: 8: Station Access #5 & Future Road

S-B-343
Phasings

8: Station Access #5 & Future Road 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 30

Lane Group WBL NBT SBL SBT

Protected Phases 8 2 1 6

Permitted Phases

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 8.0 20.0

Total Split (s) 20.0 38.0 17.0 55.0

Total Split (%) 26.7% 50.7% 22.7% 73.3%

Maximum Green (s) 16.0 34.0 13.0 51.0

Yellow Time (s) 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0

Recall Mode None C-Max None C-Max

Walk Time (s) 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0

Pedestrian Calls (#/hr) 5 5 5

90th %ile Green (s) 16.0 34.0 13.0 51.0

90th %ile Term Code Ped Coord Max Coord

70th %ile Green (s) 7.3 42.6 13.1 59.7

70th %ile Term Code Gap Coord Gap Coord

50th %ile Green (s) 5.5 46.1 11.4 61.5

50th %ile Term Code Gap Coord Gap Coord

30th %ile Green (s) 5.5 47.9 9.6 61.5

30th %ile Term Code Gap Coord Gap Coord

10th %ile Green (s) 0.0 60.0 7.0 71.0

10th %ile Term Code Skip Coord Gap Coord

Intersection Summary

Cycle Length: 75

Actuated Cycle Length: 75

Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Control Type: Actuated-Coordinated

S-B-344
Queues

8: Station Access #5 & Future Road 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 31

Lane Group WBL NBT SBL SBT

Lane Group Flow (vph) 102 1909 145 2029

v/c Ratio 0.39 0.48 0.57 0.38

Control Delay 11.4 10.0 46.4 0.4

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 11.4 10.0 46.4 0.4

Queue Length 50th (ft) 1 125 82 5

Queue Length 95th (ft) 37 231 m103 9

Internal Link Dist (ft) 1061 848 420

Turn Bay Length (ft) 100

Base Capacity (vph) 423 3941 307 5275

Starvation Cap Reductn 0 0 0 0

Spillback Cap Reductn 0 0 0 0

Storage Cap Reductn 0 0 0 0

Reduced v/c Ratio 0.24 0.48 0.47 0.38

Intersection Summary

m Volume for 95th percentile queue is metered by upstream signal.

S-B-345
HCM Signalized Intersection Capacity Analysis

8: Station Access #5 & Future Road 5/26/2010

2030 DMU Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 32

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (vph) 2 92 1754 2 133 1867

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0 4.0

Lane Util. Factor 1.00 0.86 1.00 0.86

Frt 0.87 1.00 1.00 1.00

Flt Protected 1.00 1.00 0.95 1.00

Satd. Flow (prot) 1615 6407 1770 6408

Flt Permitted 1.00 1.00 0.95 1.00

Satd. Flow (perm) 1615 6407 1770 6408

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 2 100 1907 2 145 2029

RTOR Reduction (vph) 91 0 0 0 0 0

Lane Group Flow (vph) 11 0 1909 0 145 2029

Turn Type Prot

Protected Phases 8 2 1 6

Permitted Phases

Actuated Green, G (s) 6.9 45.3 10.8 60.1

Effective Green, g (s) 6.9 45.3 10.8 60.1

Actuated g/C Ratio 0.09 0.60 0.14 0.80

Clearance Time (s) 4.0 4.0 4.0 4.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 149 3870 255 5135

v/s Ratio Prot c0.01 c0.30 c0.08 0.32

v/s Ratio Perm

v/c Ratio 0.08 0.49 0.57 0.40

Uniform Delay, d1 31.1 8.4 29.9 2.2

Progression Factor 1.00 1.00 1.36 0.10

Incremental Delay, d2 0.2 0.5 2.0 0.2

Delay (s) 31.3 8.8 42.8 0.4

Level of Service C A D A

Approach Delay (s) 31.3 8.8 3.2

Approach LOS C A A

Intersection Summary

HCM Average Control Delay 6.5 HCM Level of Service A

HCM Volume to Capacity ratio 0.46

Actuated Cycle Length (s) 75.0 Sum of lost time (s) 12.0

Intersection Capacity Utilization 48.6% ICU Level of Service A

Analysis Period (min) 15

c Critical Lane Group

S-B-346
2030 Conditions

Base + DEMU Mitigations

S-B-347
S-B-348
Timings

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 1

Lane Group EBL EBT WBT NBL NBT

Lane Configurations

Volume (vph) 255 636 495 762 2

Turn Type Prot Split

Protected Phases 7 4 8 2 2

Permitted Phases

Detector Phase 7 4 8 2 2

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 9.0 28.0 28.0 28.0 28.0

Total Split (s) 22.0 51.0 29.0 29.0 29.0

Total Split (%) 27.5% 63.8% 36.3% 36.3% 36.3%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Recall Mode None C-Max C-Max Max Max

Act Effct Green (s) 17.0 46.0 24.0 24.0 24.0

Actuated g/C Ratio 0.21 0.58 0.30 0.30 0.30

v/c Ratio 0.74 0.34 0.68 0.80 0.74

Control Delay 26.1 1.1 26.3 33.1 20.7

Queue Delay 0.0 0.0 0.0 0.0 0.0

Total Delay 26.1 1.1 26.3 33.1 20.7

LOS C A C C C

Approach Delay 8.3 26.3 28.6

Approach LOS A C C

Intersection Summary

Cycle Length: 80

Actuated Cycle Length: 80

Offset: 69 (86%), Referenced to phase 4:EBT and 8:WBT, Start of Green

Natural Cycle: 70

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.80

Intersection Signal Delay: 21.5 Intersection LOS: C

Intersection Capacity Utilization 117.5% ICU Level of Service H

Analysis Period (min) 15

Splits and Phases: 1: Dale Evans Parkway & I-15 NB Ramps

S-B-349
Phasings

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 2

Lane Group EBL EBT WBT NBL NBT

Protected Phases 7 4 8 2 2

Permitted Phases

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 9.0 28.0 28.0 28.0 28.0

Total Split (s) 22.0 51.0 29.0 29.0 29.0

Total Split (%) 27.5% 63.8% 36.3% 36.3% 36.3%

Maximum Green (s) 17.0 46.0 24.0 24.0 24.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0

Recall Mode None C-Max C-Max Max Max

Walk Time (s) 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 18.0 18.0 18.0 18.0

Pedestrian Calls (#/hr) 5 5 5 5

90th %ile Green (s) 17.0 46.0 24.0 24.0 24.0

90th %ile Term Code Max Coord Coord MaxR MaxR

70th %ile Green (s) 17.0 46.0 24.0 24.0 24.0

70th %ile Term Code Max Coord Coord MaxR MaxR

50th %ile Green (s) 17.0 46.0 24.0 24.0 24.0

50th %ile Term Code Max Coord Coord MaxR MaxR

30th %ile Green (s) 17.0 46.0 24.0 24.0 24.0

30th %ile Term Code Hold Coord Coord MaxR MaxR

10th %ile Green (s) 17.0 46.0 24.0 24.0 24.0

10th %ile Term Code Hold Coord Coord MaxR MaxR

Intersection Summary

Cycle Length: 80

Actuated Cycle Length: 80

Offset: 69 (86%), Referenced to phase 4:EBT and 8:WBT, Start of Green

Control Type: Actuated-Coordinated

S-B-350
Queues

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 3

Lane Group EBL EBT WBT NBL NBT

Lane Group Flow (vph) 277 691 729 828 466

v/c Ratio 0.74 0.34 0.68 0.80 0.74

Control Delay 26.1 1.1 26.3 33.1 20.7

Queue Delay 0.0 0.0 0.0 0.0 0.0

Total Delay 26.1 1.1 26.3 33.1 20.7

Queue Length 50th (ft) 101 1 153 195 104

Queue Length 95th (ft) m#236 1 214 #264 220

Internal Link Dist (ft) 820 380 2022

Turn Bay Length (ft) 225 150

Base Capacity (vph) 376 2035 1065 1030 634

Starvation Cap Reductn 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0

Reduced v/c Ratio 0.74 0.34 0.68 0.80 0.74

Intersection Summary

# 95th percentile volume exceeds capacity, queue may be longer.

 Queue shown is maximum after two cycles.

m Volume for 95th percentile queue is metered by upstream signal.

S-B-351
HCM Signalized Intersection Capacity Analysis

1: Dale Evans Parkway & I-15 NB Ramps 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 4

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 255 636 0 0 495 176 762 2 427 0 0 0

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0 5.0

Lane Util. Factor 1.00 0.95 0.95 0.97 1.00

Frt 1.00 1.00 0.96 1.00 0.85

Flt Protected 0.95 1.00 1.00 0.95 1.00

Satd. Flow (prot) 1770 3539 3400 3433 1585

Flt Permitted 0.95 1.00 1.00 0.95 1.00

Satd. Flow (perm) 1770 3539 3400 3433 1585

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 277 691 0 0 538 191 828 2 464 0 0 0

RTOR Reduction (vph) 0 0 0 0 45 0 0 159 0 0 0 0

Lane Group Flow (vph) 277 691 0 0 684 0 828 307 0 0 0 0

Turn Type Prot Split

Protected Phases 7 4 8 2 2

Permitted Phases

Actuated Green, G (s) 17.0 46.0 24.0 24.0 24.0

Effective Green, g (s) 17.0 46.0 24.0 24.0 24.0

Actuated g/C Ratio 0.21 0.57 0.30 0.30 0.30

Clearance Time (s) 5.0 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 376 2035 1020 1030 476

v/s Ratio Prot c0.16 0.20 c0.20 c0.24 0.19

v/s Ratio Perm

v/c Ratio 0.74 0.34 0.67 0.80 0.65

Uniform Delay, d1 29.4 9.0 24.5 25.8 24.3

Progression Factor 0.49 0.08 1.00 1.00 1.00

Incremental Delay, d2 6.1 0.4 3.5 6.7 6.6

Delay (s) 20.4 1.1 28.1 32.5 30.9

Level of Service C A C C C

Approach Delay (s) 6.6 28.1 31.9 0.0

Approach LOS A C C A

Intersection Summary

HCM Average Control Delay 22.8 HCM Level of Service C

HCM Volume to Capacity ratio 0.74

Actuated Cycle Length (s) 80.0 Sum of lost time (s) 15.0

Intersection Capacity Utilization 117.5% ICU Level of Service H

Analysis Period (min) 15

c Critical Lane Group

S-B-352
Timings

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 5

Lane Group EBT EBR WBL WBT SBL SBT

Lane Configurations

Volume (vph) 573 977 321 935 318 1

Turn Type Perm Prot Split

Protected Phases 4 3 8 6 6

Permitted Phases 4

Detector Phase 4 4 3 8 6 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 9.0 21.0 28.0 28.0

Total Split (s) 32.0 32.0 20.0 52.0 28.0 28.0

Total Split (%) 40.0% 40.0% 25.0% 65.0% 35.0% 35.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0

Lead/Lag Lead Lead Lag

Lead-Lag Optimize? Yes Yes Yes

Recall Mode C-Max C-Max None C-Max Max Max

Act Effct Green (s) 27.0 27.0 15.0 47.0 23.0 23.0

Actuated g/C Ratio 0.34 0.34 0.19 0.59 0.29 0.29

v/c Ratio 0.52 1.07 1.05 0.49 0.68 0.88

Control Delay 6.7 63.6 85.7 5.6 33.1 40.7

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 6.7 63.6 85.7 5.6 33.1 40.7

LOS A E F A C D

Approach Delay 42.6 26.1 37.5

Approach LOS D C D

Intersection Summary

Cycle Length: 80

Actuated Cycle Length: 80

Offset: 71 (89%), Referenced to phase 4:EBT and 8:WBT, Start of Green

Natural Cycle: 90

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 1.07

Intersection Signal Delay: 35.7 Intersection LOS: D

Intersection Capacity Utilization 117.5% ICU Level of Service H

Analysis Period (min) 15

Splits and Phases: 2: Dale Evans Parkway & I-15 SB Ramps

S-B-353
Phasings

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 6

Lane Group EBT EBR WBL WBT SBL SBT

Protected Phases 4 3 8 6 6

Permitted Phases 4

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 9.0 21.0 28.0 28.0

Total Split (s) 32.0 32.0 20.0 52.0 28.0 28.0

Total Split (%) 40.0% 40.0% 25.0% 65.0% 35.0% 35.0%

Maximum Green (s) 27.0 27.0 15.0 47.0 23.0 23.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lead Lead Lag

Lead-Lag Optimize? Yes Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0

Recall Mode C-Max C-Max None C-Max Max Max

Walk Time (s) 5.0 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0 18.0 18.0

Pedestrian Calls (#/hr) 5 5 5 5 5

90th %ile Green (s) 27.0 27.0 15.0 47.0 23.0 23.0

90th %ile Term Code Coord Coord Max Coord MaxR MaxR

70th %ile Green (s) 27.0 27.0 15.0 47.0 23.0 23.0

70th %ile Term Code Coord Coord Max Coord MaxR MaxR

50th %ile Green (s) 27.0 27.0 15.0 47.0 23.0 23.0

50th %ile Term Code Coord Coord Max Coord MaxR MaxR

30th %ile Green (s) 27.0 27.0 15.0 47.0 23.0 23.0

30th %ile Term Code Coord Coord Max Coord MaxR MaxR

10th %ile Green (s) 27.0 27.0 15.0 47.0 23.0 23.0

10th %ile Term Code Coord Coord Max Coord MaxR MaxR

Intersection Summary

Cycle Length: 80

Actuated Cycle Length: 80

Offset: 71 (89%), Referenced to phase 4:EBT and 8:WBT, Start of Green

Control Type: Actuated-Coordinated

S-B-354
Queues

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 7

Lane Group EBT EBR WBL WBT SBL SBT

Lane Group Flow (vph) 623 1062 349 1016 346 469

v/c Ratio 0.52 1.07 1.05 0.49 0.68 0.88

Control Delay 6.7 63.6 85.7 5.6 33.1 40.7

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 6.7 63.6 85.7 5.6 33.1 40.7

Queue Length 50th (ft) 26 ~575 ~203 170 152 174

Queue Length 95th (ft) 32 #381 m#326 154 244 #350

Internal Link Dist (ft) 920 820 1339

Turn Bay Length (ft) 300 300

Base Capacity (vph) 1194 994 332 2079 509 534

Starvation Cap Reductn 0 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0

Reduced v/c Ratio 0.52 1.07 1.05 0.49 0.68 0.88

Intersection Summary

~ Volume exceeds capacity, queue is theoretically infinite.

 Queue shown is maximum after two cycles.

# 95th percentile volume exceeds capacity, queue may be longer.

 Queue shown is maximum after two cycles.

m Volume for 95th percentile queue is metered by upstream signal.

S-B-355
HCM Signalized Intersection Capacity Analysis

2: Dale Evans Parkway & I-15 SB Ramps 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 8

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 0 573 977 321 935 0 0 0 0 318 1 431

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0

Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00

Frt 1.00 0.85 1.00 1.00 1.00 0.85

Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00

Satd. Flow (prot) 3539 1583 1770 3539 1770 1584

Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00

Satd. Flow (perm) 3539 1583 1770 3539 1770 1584

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 0 623 1062 349 1016 0 0 0 0 346 1 468

RTOR Reduction (vph) 0 0 460 0 0 0 0 0 0 0 79 0

Lane Group Flow (vph) 0 623 602 349 1016 0 0 0 0 346 390 0

Turn Type Perm Prot Split

Protected Phases 4 3 8 6 6

Permitted Phases 4

Actuated Green, G (s) 27.0 27.0 15.0 47.0 23.0 23.0

Effective Green, g (s) 27.0 27.0 15.0 47.0 23.0 23.0

Actuated g/C Ratio 0.34 0.34 0.19 0.59 0.29 0.29

Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 1194 534 332 2079 509 455

v/s Ratio Prot 0.18 c0.20 0.29 0.20 c0.25

v/s Ratio Perm c0.38

v/c Ratio 0.52 1.13 1.05 0.49 0.68 0.86

Uniform Delay, d1 21.3 26.5 32.5 9.5 25.2 26.9

Progression Factor 0.26 2.18 0.91 0.52 1.00 1.00

Incremental Delay, d2 1.2 74.4 53.4 0.5 7.2 18.4

Delay (s) 6.7 132.2 83.0 5.5 32.4 45.4

Level of Service A F F A C D

Approach Delay (s) 85.8 25.3 0.0 39.9

Approach LOS F C A D

Intersection Summary

HCM Average Control Delay 54.8 HCM Level of Service D

HCM Volume to Capacity ratio 1.01

Actuated Cycle Length (s) 80.0 Sum of lost time (s) 15.0

Intersection Capacity Utilization 117.5% ICU Level of Service H

Analysis Period (min) 15

c Critical Lane Group

S-B-356
Timings

3: Dale Evans Parkway & Station Access #1 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 9

Lane Group EBT WBL WBT NBL

Lane Configurations

Volume (vph) 1266 355 1010 2

Turn Type Prot

Protected Phases 4 3 8 2

Permitted Phases

Detector Phase 4 3 8 2

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 8.0 20.0 20.0

Total Split (s) 27.0 32.0 59.0 21.0

Total Split (%) 33.8% 40.0% 73.8% 26.3%

Yellow Time (s) 3.5 3.5 3.5 3.5

All-Red Time (s) 0.5 0.5 0.5 0.5

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Recall Mode None None None C-Max

Act Effct Green (s) 23.7 22.2 49.9 22.1

Actuated g/C Ratio 0.30 0.28 0.62 0.28

v/c Ratio 0.73 0.78 0.35 0.46

Control Delay 15.1 28.9 6.6 6.2

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 15.1 28.9 6.6 6.2

LOS B C A A

Approach Delay 15.1 12.4 6.2

Approach LOS B B A

Intersection Summary

Cycle Length: 80

Actuated Cycle Length: 80

Offset: 76 (95%), Referenced to phase 2:NBL and 6:, Start of Green

Natural Cycle: 60

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.78

Intersection Signal Delay: 13.0 Intersection LOS: B

Intersection Capacity Utilization 65.7% ICU Level of Service C

Analysis Period (min) 15

Splits and Phases: 3: Dale Evans Parkway & Station Access #1

S-B-357
Phasings

3: Dale Evans Parkway & Station Access #1 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 10

Lane Group EBT WBL WBT NBL

Protected Phases 4 3 8 2

Permitted Phases

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 8.0 20.0 20.0

Total Split (s) 27.0 32.0 59.0 21.0

Total Split (%) 33.8% 40.0% 73.8% 26.3%

Maximum Green (s) 23.0 28.0 55.0 17.0

Yellow Time (s) 3.5 3.5 3.5 3.5

All-Red Time (s) 0.5 0.5 0.5 0.5

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0

Recall Mode None None None C-Max

Walk Time (s) 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0

Pedestrian Calls (#/hr) 0 0 0

90th %ile Green (s) 23.0 28.0 55.0 17.0

90th %ile Term Code Max Max Hold Coord

70th %ile Green (s) 25.4 25.6 55.0 17.0

70th %ile Term Code Max Gap Hold Coord

50th %ile Green (s) 25.7 22.7 52.4 19.6

50th %ile Term Code Gap Gap Hold Coord

30th %ile Green (s) 23.6 19.7 47.3 24.7

30th %ile Term Code Gap Gap Hold Coord

10th %ile Green (s) 20.8 15.1 39.9 32.1

10th %ile Term Code Gap Gap Hold Coord

Intersection Summary

Cycle Length: 80

Actuated Cycle Length: 80

Offset: 76 (95%), Referenced to phase 2:NBL and 6:, Start of Green

Control Type: Actuated-Coordinated

S-B-358
Queues

3: Dale Evans Parkway & Station Access #1 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 11

Lane Group EBT WBL WBT NBL

Lane Group Flow (vph) 1378 386 1098 310

v/c Ratio 0.73 0.78 0.35 0.46

Control Delay 15.1 28.9 6.6 6.2

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 15.1 28.9 6.6 6.2

Queue Length 50th (ft) 28 160 64 1

Queue Length 95th (ft) 44 m214 m69 64

Internal Link Dist (ft) 920 920 1731

Turn Bay Length (ft) 200

Base Capacity (vph) 1934 620 3496 668

Starvation Cap Reductn 0 0 0 0

Spillback Cap Reductn 0 0 0 0

Storage Cap Reductn 0 0 0 0

Reduced v/c Ratio 0.71 0.62 0.31 0.46

Intersection Summary

m Volume for 95th percentile queue is metered by upstream signal.

S-B-359
HCM Signalized Intersection Capacity Analysis

3: Dale Evans Parkway & Station Access #1 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 12

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (vph) 1266 2 355 1010 2 283

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0 4.0

Lane Util. Factor 0.86 1.00 0.91 1.00

Frt 1.00 1.00 1.00 0.87

Flt Protected 1.00 0.95 1.00 1.00

Satd. Flow (prot) 6406 1770 5085 1612

Flt Permitted 1.00 0.95 1.00 1.00

Satd. Flow (perm) 6406 1770 5085 1612

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 1376 2 386 1098 2 308

RTOR Reduction (vph) 0 0 0 0 223 0

Lane Group Flow (vph) 1378 0 386 1098 87 0

Turn Type Prot

Protected Phases 4 3 8 2

Permitted Phases

Actuated Green, G (s) 23.7 22.2 49.9 22.1

Effective Green, g (s) 23.7 22.2 49.9 22.1

Actuated g/C Ratio 0.30 0.28 0.62 0.28

Clearance Time (s) 4.0 4.0 4.0 4.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 1898 491 3172 445

v/s Ratio Prot c0.22 c0.22 0.22 c0.05

v/s Ratio Perm

v/c Ratio 0.73 0.79 0.35 0.20

Uniform Delay, d1 25.2 26.7 7.2 22.2

Progression Factor 0.51 0.74 0.92 1.00

Incremental Delay, d2 1.3 6.5 0.1 1.0

Delay (s) 14.1 26.2 6.7 23.1

Level of Service B C A C

Approach Delay (s) 14.1 11.8 23.1

Approach LOS B B C

Intersection Summary

HCM Average Control Delay 13.9 HCM Level of Service B

HCM Volume to Capacity ratio 0.57

Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.0

Intersection Capacity Utilization 65.7% ICU Level of Service C

Analysis Period (min) 15

c Critical Lane Group

S-B-360
Timings

4: Dale Evans Parkway & Station Access #2 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 13

Lane Group EBT WBL WBT NBL

Lane Configurations

Volume (vph) 1211 81 929 2

Turn Type Prot

Protected Phases 4 3 8 2

Permitted Phases

Detector Phase 4 3 8 2

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 8.0 20.0 20.0

Total Split (s) 37.0 19.0 56.0 24.0

Total Split (%) 46.3% 23.8% 70.0% 30.0%

Yellow Time (s) 3.5 3.5 3.5 3.5

All-Red Time (s) 0.5 0.5 0.5 0.5

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0

Lead/Lag Lead Lag

Lead-Lag Optimize? Yes Yes

Recall Mode None None None C-Max

Act Effct Green (s) 25.3 9.3 36.7 35.3

Actuated g/C Ratio 0.32 0.12 0.46 0.44

v/c Ratio 0.65 0.43 0.34 0.08

Control Delay 24.8 24.6 4.7 6.2

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 24.8 24.6 4.7 6.2

LOS C C A A

Approach Delay 24.8 6.3 6.2

Approach LOS C A A

Intersection Summary

Cycle Length: 80

Actuated Cycle Length: 80

Offset: 6 (8%), Referenced to phase 2:NBL and 6:, Start of Green

Natural Cycle: 50

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.65

Intersection Signal Delay: 16.1 Intersection LOS: B

Intersection Capacity Utilization 35.6% ICU Level of Service A

Analysis Period (min) 15

Splits and Phases: 4: Dale Evans Parkway & Station Access #2

S-B-361
Phasings

4: Dale Evans Parkway & Station Access #2 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 14

Lane Group EBT WBL WBT NBL

Protected Phases 4 3 8 2

Permitted Phases

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 8.0 20.0 20.0

Total Split (s) 37.0 19.0 56.0 24.0

Total Split (%) 46.3% 23.8% 70.0% 30.0%

Maximum Green (s) 33.0 15.0 52.0 20.0

Yellow Time (s) 3.5 3.5 3.5 3.5

All-Red Time (s) 0.5 0.5 0.5 0.5

Lead/Lag Lead Lag

Lead-Lag Optimize? Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0

Recall Mode None None None C-Max

Walk Time (s) 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0

Pedestrian Calls (#/hr) 0 0 0

90th %ile Green (s) 30.6 12.8 47.4 24.6

90th %ile Term Code Gap Gap Hold Coord

70th %ile Green (s) 27.9 10.7 42.6 29.4

70th %ile Term Code Gap Gap Hold Coord

50th %ile Green (s) 25.0 9.3 38.3 33.7

50th %ile Term Code Gap Gap Hold Coord

30th %ile Green (s) 23.5 7.9 35.4 36.6

30th %ile Term Code Gap Gap Hold Coord

10th %ile Green (s) 19.7 0.0 19.7 52.3

10th %ile Term Code Gap Skip Hold Coord

Intersection Summary

Cycle Length: 80

Actuated Cycle Length: 80

Offset: 6 (8%), Referenced to phase 2:NBL and 6:, Start of Green

Control Type: Actuated-Coordinated

S-B-362
Queues

4: Dale Evans Parkway & Station Access #2 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 15

Lane Group EBT WBL WBT NBL

Lane Group Flow (vph) 1318 88 1010 63

v/c Ratio 0.65 0.43 0.34 0.08

Control Delay 24.8 24.6 4.7 6.2

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 24.8 24.6 4.7 6.2

Queue Length 50th (ft) 164 39 18 1

Queue Length 95th (ft) 178 83 17 27

Internal Link Dist (ft) 920 920 736

Turn Bay Length (ft) 200

Base Capacity (vph) 2643 332 4165 747

Starvation Cap Reductn 0 0 0 0

Spillback Cap Reductn 0 0 0 0

Storage Cap Reductn 0 0 0 0

Reduced v/c Ratio 0.50 0.27 0.24 0.08

Intersection Summary

S-B-363
HCM Signalized Intersection Capacity Analysis

4: Dale Evans Parkway & Station Access #2 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 16

Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (vph) 1211 2 81 929 2 56

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0 4.0

Lane Util. Factor 0.86 1.00 0.86 1.00

Frt 1.00 1.00 1.00 0.87

Flt Protected 1.00 0.95 1.00 1.00

Satd. Flow (prot) 6406 1770 6408 1617

Flt Permitted 1.00 0.95 1.00 1.00

Satd. Flow (perm) 6406 1770 6408 1617

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 1316 2 88 1010 2 61

RTOR Reduction (vph) 0 0 0 0 35 0

Lane Group Flow (vph) 1318 0 88 1010 28 0

Turn Type Prot

Protected Phases 4 3 8 2

Permitted Phases

Actuated Green, G (s) 25.3 8.1 37.4 34.6

Effective Green, g (s) 25.3 8.1 37.4 34.6

Actuated g/C Ratio 0.32 0.10 0.47 0.43

Clearance Time (s) 4.0 4.0 4.0 4.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 2026 179 2996 699

v/s Ratio Prot c0.21 c0.05 0.16 c0.02

v/s Ratio Perm

v/c Ratio 0.65 0.49 0.34 0.04

Uniform Delay, d1 23.5 34.0 13.5 13.1

Progression Factor 1.00 0.57 0.33 1.00

Incremental Delay, d2 0.8 2.0 0.1 0.1

Delay (s) 24.3 21.6 4.5 13.2

Level of Service C C A B

Approach Delay (s) 24.3 5.9 13.2

Approach LOS C A B

Intersection Summary

HCM Average Control Delay 15.9 HCM Level of Service B

HCM Volume to Capacity ratio 0.32

Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.0

Intersection Capacity Utilization 35.6% ICU Level of Service A

Analysis Period (min) 15

c Critical Lane Group

S-B-364
Timings

5: Dale Evans Parkway & Future Road 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 17

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT

Lane Configurations

Volume (vph) 17 141 363 687 89 515 722 586 485 969

Turn Type Prot Perm Prot Prot Perm Prot

Protected Phases 7 4 3 8 5 2 1 6

Permitted Phases 4 2

Detector Phase 7 4 4 3 8 5 2 2 1 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 9.0 44.0 44.0 9.0 44.0 9.0 44.0 44.0 9.0 44.0

Total Split (s) 10.0 44.0 44.0 34.0 68.0 27.0 45.0 45.0 27.0 45.0

Total Split (%) 6.7% 29.3% 29.3% 22.7% 45.3% 18.0% 30.0% 30.0% 18.0% 30.0%

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Lead/Lag Lag Lead Lead Lag Lead Lag Lag Lag Lead Lead

Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes

Recall Mode None None None None None None Max Max None Max

Act Effct Green (s) 15.8 17.6 17.6 29.2 37.4 22.2 40.3 40.3 22.2 40.3

Actuated g/C Ratio 0.12 0.14 0.14 0.23 0.29 0.17 0.31 0.31 0.17 0.31

v/c Ratio 0.08 0.32 0.83 0.96 0.25 0.95 0.50 0.76 0.90 0.68

Control Delay 47.7 50.6 28.8 74.6 16.3 80.4 38.9 15.7 72.0 42.8

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 47.7 50.6 28.8 74.6 16.3 80.4 38.9 15.7 72.0 42.8

LOS D D C E B F D B E D

Approach Delay 35.3 59.4 43.2 52.4

Approach LOS D E D D

Intersection Summary

Cycle Length: 150

Actuated Cycle Length: 129.4

Natural Cycle: 150

Control Type: Semi Act-Uncoord

Maximum v/c Ratio: 0.96

Intersection Signal Delay: 48.3 Intersection LOS: D

Intersection Capacity Utilization 74.0% ICU Level of Service D

Analysis Period (min) 15

Splits and Phases: 5: Dale Evans Parkway & Future Road

S-B-365
Phasings

5: Dale Evans Parkway & Future Road 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 18

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT

Protected Phases 7 4 3 8 5 2 1 6

Permitted Phases 4 2

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 9.0 44.0 44.0 9.0 44.0 9.0 44.0 44.0 9.0 44.0

Total Split (s) 10.0 44.0 44.0 34.0 68.0 27.0 45.0 45.0 27.0 45.0

Total Split (%) 6.7% 29.3% 29.3% 22.7% 45.3% 18.0% 30.0% 30.0% 18.0% 30.0%

Maximum Green (s) 5.0 39.0 39.0 29.0 63.0 22.0 40.0 40.0 22.0 40.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lag Lead Lead Lag Lead Lag Lag Lag Lead Lead

Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Recall Mode None None None None None None Max Max None Max

Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 34.0 34.0 34.0 34.0 34.0 34.0

Pedestrian Calls (#/hr) 5 5 5 5 5 5

90th %ile Green (s) 29.0 39.0 39.0 29.0 39.0 22.0 40.0 40.0 22.0 40.0

90th %ile Term Code Hold Ped Ped Max Ped Max MaxR MaxR Max MaxR

70th %ile Green (s) 38.6 21.0 21.0 29.0 11.4 22.0 40.0 40.0 22.0 40.0

70th %ile Term Code Hold Gap Gap Max Gap Max MaxR MaxR Max MaxR

50th %ile Green (s) 0.0 14.5 14.5 29.0 48.5 22.0 40.0 40.0 22.0 40.0

50th %ile Term Code Skip Gap Gap Max Hold Max MaxR MaxR Max MaxR

30th %ile Green (s) 0.0 9.5 9.5 29.0 43.5 22.0 40.0 40.0 22.0 40.0

30th %ile Term Code Skip Gap Gap Max Hold Max MaxR MaxR Max MaxR

10th %ile Green (s) 0.0 7.9 7.9 29.0 41.9 22.0 40.0 40.0 22.0 40.0

10th %ile Term Code Skip Gap Gap Max Hold Max MaxR MaxR Max MaxR

Intersection Summary

Cycle Length: 150

Actuated Cycle Length: 129.4

Control Type: Semi Act-Uncoord

90th %ile Actuated Cycle: 150

70th %ile Actuated Cycle: 132

50th %ile Actuated Cycle: 125.5

30th %ile Actuated Cycle: 120.5

10th %ile Actuated Cycle: 118.9

S-B-366
Queues

5: Dale Evans Parkway & Future Road 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 19

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT

Lane Group Flow (vph) 18 153 395 747 263 560 785 637 527 1075

v/c Ratio 0.08 0.32 0.83 0.96 0.25 0.95 0.50 0.76 0.90 0.68

Control Delay 47.7 50.6 28.8 74.6 16.3 80.4 38.9 15.7 72.0 42.8

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 47.7 50.6 28.8 74.6 16.3 80.4 38.9 15.7 72.0 42.8

Queue Length 50th (ft) 15 61 76 309 25 233 187 85 217 275

Queue Length 95th (ft) 39 93 195 #562 77 #443 293 304 #407 417

Internal Link Dist (ft) 1660 920 920 1521

Turn Bay Length (ft) 100 150 100

Base Capacity (vph) 216 1074 690 775 1655 588 1583 842 588 1580

Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0

Reduced v/c Ratio 0.08 0.14 0.57 0.96 0.16 0.95 0.50 0.76 0.90 0.68

Intersection Summary

# 95th percentile volume exceeds capacity, queue may be longer.

 Queue shown is maximum after two cycles.

S-B-367
HCM Signalized Intersection Capacity Analysis

5: Dale Evans Parkway & Future Road 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 20

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 17 141 363 687 89 153 515 722 586 485 969 20

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 0.97 0.91 1.00 0.97 0.91

Frt 1.00 1.00 0.85 1.00 0.91 1.00 1.00 0.85 1.00 1.00

Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00

Satd. Flow (prot) 1770 3539 1583 3433 3204 3433 5085 1583 3433 5070

Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00

Satd. Flow (perm) 1770 3539 1583 3433 3204 3433 5085 1583 3433 5070

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 18 153 395 747 97 166 560 785 637 527 1053 22

RTOR Reduction (vph) 0 0 260 0 119 0 0 0 353 0 1 0

Lane Group Flow (vph) 18 153 135 747 144 0 560 785 284 527 1074 0

Turn Type Prot Perm Prot Prot Perm Prot

Protected Phases 7 4 3 8 5 2 1 6

Permitted Phases 4 2

Actuated Green, G (s) 12.6 17.6 17.6 32.4 37.4 22.2 40.3 40.3 22.2 40.3

Effective Green, g (s) 12.6 17.6 17.6 32.4 37.4 22.2 40.3 40.3 22.2 40.3

Actuated g/C Ratio 0.10 0.13 0.13 0.24 0.28 0.17 0.30 0.30 0.17 0.30

Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 168 470 210 839 904 575 1547 481 575 1542

v/s Ratio Prot 0.01 0.04 c0.22 0.04 c0.16 0.15 c0.15 c0.21

v/s Ratio Perm c0.09 0.18

v/c Ratio 0.11 0.33 0.64 0.89 0.16 0.97 0.51 0.59 0.92 0.70

Uniform Delay, d1 54.8 52.1 54.5 48.3 35.7 54.9 37.9 39.1 54.2 40.7

Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Incremental Delay, d2 0.3 0.4 6.6 11.6 0.1 30.7 1.2 5.3 19.4 2.6

Delay (s) 55.1 52.5 61.0 60.0 35.8 85.6 39.1 44.4 73.6 43.3

Level of Service E D E E D F D D E D

Approach Delay (s) 58.5 53.7 53.9 53.3

Approach LOS E D D D

Intersection Summary

HCM Average Control Delay 54.2 HCM Level of Service D

HCM Volume to Capacity ratio 0.83

Actuated Cycle Length (s) 132.5 Sum of lost time (s) 20.0

Intersection Capacity Utilization 74.0% ICU Level of Service D

Analysis Period (min) 15

c Critical Lane Group

S-B-368
Timings

6: Station Access #3 & Future Road 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 21

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Lane Configurations

Volume (vph) 48 2 2 2 71 1736 56 1899

Turn Type Perm Perm Prot Prot

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Detector Phase 4 4 8 8 5 2 1 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 20.0 20.0 9.0 21.0 8.0 21.0

Total Split (s) 22.0 22.0 22.0 22.0 15.0 47.0 11.0 43.0

Total Split (%) 27.5% 27.5% 27.5% 27.5% 18.8% 58.8% 13.8% 53.8%

Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Lead/Lag Lag Lag Lead Lead

Lead-Lag Optimize? Yes Yes Yes Yes

Recall Mode None None None None None C-Max None C-Max

Act Effct Green (s) 9.4 9.4 9.4 9.9 57.7 7.8 53.3

Actuated g/C Ratio 0.12 0.12 0.12 0.12 0.72 0.10 0.67

v/c Ratio 0.26 0.39 0.20 0.35 0.41 0.35 0.50

Control Delay 33.6 11.0 13.0 25.0 1.4 39.2 9.7

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 33.6 11.0 13.0 25.0 1.4 39.2 9.7

LOS C B B C A D A

Approach Delay 18.2 13.0 2.3 10.5

Approach LOS B B A B

Intersection Summary

Cycle Length: 80

Actuated Cycle Length: 80

Offset: 10 (13%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Natural Cycle: 55

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.50

Intersection Signal Delay: 7.2 Intersection LOS: A

Intersection Capacity Utilization 51.9% ICU Level of Service A

Analysis Period (min) 15

Splits and Phases: 6: Station Access #3 & Future Road

S-B-369
Phasings

6: Station Access #3 & Future Road 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 22

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 21.0 21.0 20.0 20.0 9.0 21.0 8.0 21.0

Total Split (s) 22.0 22.0 22.0 22.0 15.0 47.0 11.0 43.0

Total Split (%) 27.5% 27.5% 27.5% 27.5% 18.8% 58.8% 13.8% 53.8%

Maximum Green (s) 18.0 18.0 18.0 18.0 11.0 43.0 7.0 39.0

Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lag Lag Lead Lead

Lead-Lag Optimize? Yes Yes Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Recall Mode None None None None None C-Max None C-Max

Walk Time (s) 5.0 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0

Pedestrian Calls (#/hr) 5 5 0 0 5

90th %ile Green (s) 16.0 16.0 16.0 16.0 11.0 43.0 9.0 41.0

90th %ile Term Code Ped Ped Hold Hold Max Coord Max Coord

70th %ile Green (s) 9.9 9.9 9.9 9.9 11.0 48.8 9.3 47.1

70th %ile Term Code Gap Gap Hold Hold Hold Coord Gap Coord

50th %ile Green (s) 8.4 8.4 8.4 8.4 11.0 51.5 8.1 48.6

50th %ile Term Code Gap Gap Hold Hold Hold Coord Gap Coord

30th %ile Green (s) 7.0 7.0 7.0 7.0 11.0 65.0 0.0 50.0

30th %ile Term Code Gap Gap Hold Hold Hold Coord Skip Coord

10th %ile Green (s) 0.0 0.0 0.0 0.0 0.0 76.0 0.0 76.0

10th %ile Term Code Skip Skip Skip Skip Skip Coord Skip Coord

Intersection Summary

Cycle Length: 80

Actuated Cycle Length: 80

Offset: 10 (13%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Control Type: Actuated-Coordinated

S-B-370
Queues

6: Station Access #3 & Future Road 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 23

Lane Group EBL EBT WBT NBL NBT SBL SBT

Lane Group Flow (vph) 52 110 46 77 1889 61 2135

v/c Ratio 0.26 0.39 0.20 0.35 0.41 0.35 0.50

Control Delay 33.6 11.0 13.0 25.0 1.4 39.2 9.7

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 33.6 11.0 13.0 25.0 1.4 39.2 9.7

Queue Length 50th (ft) 24 1 2 36 23 29 163

Queue Length 95th (ft) 52 41 28 m77 41 64 252

Internal Link Dist (ft) 813 777 420 920

Turn Bay Length (ft) 100 100

Base Capacity (vph) 386 441 395 243 4619 179 4255

Starvation Cap Reductn 0 0 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0 0

Reduced v/c Ratio 0.13 0.25 0.12 0.32 0.41 0.34 0.50

Intersection Summary

m Volume for 95th percentile queue is metered by upstream signal.

S-B-371
HCM Signalized Intersection Capacity Analysis

6: Station Access #3 & Future Road 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 24

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 48 2 99 2 2 39 71 1736 2 56 1899 65

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Lane Util. Factor 1.00 1.00 1.00 1.00 0.86 1.00 0.86

Frt 1.00 0.85 0.88 1.00 1.00 1.00 1.00

Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00

Satd. Flow (prot) 1770 1588 1630 1770 6407 1770 6376

Flt Permitted 0.92 1.00 0.99 0.95 1.00 0.95 1.00

Satd. Flow (perm) 1718 1588 1611 1770 6407 1770 6376

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 52 2 108 2 2 42 77 1887 2 61 2064 71

RTOR Reduction (vph) 0 97 0 0 38 0 0 0 0 0 4 0

Lane Group Flow (vph) 52 13 0 0 8 0 77 1889 0 61 2131 0

Turn Type Perm Perm Prot Prot

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Actuated Green, G (s) 8.3 8.3 8.3 9.7 54.4 5.3 50.0

Effective Green, g (s) 8.3 8.3 8.3 9.7 54.4 5.3 50.0

Actuated g/C Ratio 0.10 0.10 0.10 0.12 0.68 0.07 0.62

Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 178 165 167 215 4357 117 3985

v/s Ratio Prot 0.01 0.04 c0.29 0.03 c0.33

v/s Ratio Perm c0.03 0.01

v/c Ratio 0.29 0.08 0.05 0.36 0.43 0.52 0.53

Uniform Delay, d1 33.1 32.4 32.3 32.3 5.8 36.1 8.4

Progression Factor 1.00 1.00 1.00 0.66 0.17 1.00 1.00

Incremental Delay, d2 0.9 0.2 0.1 0.9 0.3 4.1 0.5

Delay (s) 34.1 32.6 32.4 22.2 1.3 40.3 9.0

Level of Service C C C C A D A

Approach Delay (s) 33.1 32.4 2.1 9.8

Approach LOS C C A A

Intersection Summary

HCM Average Control Delay 7.4 HCM Level of Service A

HCM Volume to Capacity ratio 0.48

Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.0

Intersection Capacity Utilization 51.9% ICU Level of Service A

Analysis Period (min) 15

c Critical Lane Group

S-B-372
Timings

7: Station Access #4 & Future Road 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 25

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Lane Configurations

Volume (vph) 145 2 2 2 239 1607 78 1703

Turn Type Perm Perm Prot Prot

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Detector Phase 4 4 8 8 5 2 1 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 20.0 20.0 8.0 20.0 8.0 20.0

Total Split (s) 21.0 21.0 21.0 21.0 23.0 46.0 13.0 36.0

Total Split (%) 26.3% 26.3% 26.3% 26.3% 28.8% 57.5% 16.3% 45.0%

Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Lead/Lag Lag Lead Lag Lead

Lead-Lag Optimize? Yes Yes Yes Yes

Recall Mode None None None None None C-Max None C-Max

Act Effct Green (s) 13.3 13.3 13.3 17.1 48.6 8.1 37.6

Actuated g/C Ratio 0.17 0.17 0.17 0.21 0.61 0.10 0.47

v/c Ratio 0.64 0.61 0.24 0.69 0.45 0.47 0.70

Control Delay 42.8 9.0 11.1 38.3 1.4 37.7 10.1

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 42.8 9.0 11.1 38.3 1.4 37.7 10.1

LOS D A B D A D B

Approach Delay 20.0 11.1 6.2 11.2

Approach LOS C B A B

Intersection Summary

Cycle Length: 80

Actuated Cycle Length: 80

Offset: 2 (3%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Natural Cycle: 60

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.70

Intersection Signal Delay: 10.0 Intersection LOS: A

Intersection Capacity Utilization 70.0% ICU Level of Service C

Analysis Period (min) 15

Splits and Phases: 7: Station Access #4 & Future Road

S-B-373
Phasings

7: Station Access #4 & Future Road 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 26

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 20.0 20.0 8.0 20.0 8.0 20.0

Total Split (s) 21.0 21.0 21.0 21.0 23.0 46.0 13.0 36.0

Total Split (%) 26.3% 26.3% 26.3% 26.3% 28.8% 57.5% 16.3% 45.0%

Maximum Green (s) 17.0 17.0 17.0 17.0 19.0 42.0 9.0 32.0

Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Lead/Lag Lag Lead Lag Lead

Lead-Lag Optimize? Yes Yes Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Recall Mode None None None None None C-Max None C-Max

Walk Time (s) 5.0 5.0 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0

Pedestrian Calls (#/hr) 5 5 0 0 5

90th %ile Green (s) 17.0 17.0 17.0 17.0 19.0 42.0 9.0 32.0

90th %ile Term Code Max Max Hold Hold Max Coord Max Coord

70th %ile Green (s) 16.0 16.0 16.0 16.0 19.0 43.0 9.0 33.0

70th %ile Term Code Gap Gap Hold Hold Max Coord Max Coord

50th %ile Green (s) 13.8 13.8 13.8 13.8 19.0 45.2 9.0 35.2

50th %ile Term Code Gap Gap Hold Hold Hold Coord Max Coord

30th %ile Green (s) 11.4 11.4 11.4 11.4 17.8 48.8 7.8 38.8

30th %ile Term Code Gap Gap Hold Hold Hold Coord Gap Coord

10th %ile Green (s) 8.1 8.1 8.1 8.1 10.8 63.9 0.0 49.1

10th %ile Term Code Gap Gap Hold Hold Gap Coord Skip Coord

Intersection Summary

Cycle Length: 80

Actuated Cycle Length: 80

Offset: 2 (3%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Control Type: Actuated-Coordinated

S-B-374
Queues

7: Station Access #4 & Future Road 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 27

Lane Group EBL EBT WBT NBL NBT SBL SBT

Lane Group Flow (vph) 158 325 63 260 1749 85 2086

v/c Ratio 0.64 0.61 0.24 0.69 0.45 0.47 0.70

Control Delay 42.8 9.0 11.1 38.3 1.4 37.7 10.1

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 42.8 9.0 11.1 38.3 1.4 37.7 10.1

Queue Length 50th (ft) 74 1 2 143 5 45 67

Queue Length 95th (ft) 129 65 33 218 10 93 79

Internal Link Dist (ft) 873 973 420 420

Turn Bay Length (ft) 200 100

Base Capacity (vph) 316 591 315 420 3891 199 2988

Starvation Cap Reductn 0 0 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0 0

Reduced v/c Ratio 0.50 0.55 0.20 0.62 0.45 0.43 0.70

Intersection Summary

S-B-375
HCM Signalized Intersection Capacity Analysis

7: Station Access #4 & Future Road 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 28

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 145 2 297 2 2 54 239 1607 2 78 1703 216

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Lane Util. Factor 1.00 1.00 1.00 1.00 0.86 1.00 0.86

Frt 1.00 0.85 0.87 1.00 1.00 1.00 0.98

Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00

Satd. Flow (prot) 1770 1585 1625 1770 6407 1770 6300

Flt Permitted 0.80 1.00 0.78 0.95 1.00 0.95 1.00

Satd. Flow (perm) 1485 1585 1261 1770 6407 1770 6300

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 158 2 323 2 2 59 260 1747 2 85 1851 235

RTOR Reduction (vph) 0 269 0 0 49 0 0 0 0 0 26 0

Lane Group Flow (vph) 158 56 0 0 14 0 260 1749 0 85 2060 0

Turn Type Perm Perm Prot Prot

Protected Phases 4 8 5 2 1 6

Permitted Phases 4 8

Actuated Green, G (s) 13.3 13.3 13.3 18.0 47.7 7.0 36.7

Effective Green, g (s) 13.3 13.3 13.3 18.0 47.7 7.0 36.7

Actuated g/C Ratio 0.17 0.17 0.17 0.22 0.60 0.09 0.46

Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 247 264 210 398 3820 155 2890

v/s Ratio Prot 0.04 c0.15 0.27 0.05 c0.33

v/s Ratio Perm c0.11 0.01

v/c Ratio 0.64 0.21 0.07 0.65 0.46 0.55 0.71

Uniform Delay, d1 31.1 28.8 28.1 28.2 9.0 35.0 17.4

Progression Factor 1.00 1.00 1.00 1.03 0.11 0.88 0.50

Incremental Delay, d2 5.4 0.4 0.1 3.4 0.4 3.5 1.4

Delay (s) 36.5 29.2 28.2 32.3 1.3 34.3 10.1

Level of Service D C C C A C B

Approach Delay (s) 31.6 28.2 5.3 11.1

Approach LOS C C A B

Intersection Summary

HCM Average Control Delay 11.0 HCM Level of Service B

HCM Volume to Capacity ratio 0.68

Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.0

Intersection Capacity Utilization 70.0% ICU Level of Service C

Analysis Period (min) 15

c Critical Lane Group

S-B-376
Timings

8: Station Access #5 & Future Road 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 29

Lane Group WBL NBT SBL SBT

Lane Configurations

Volume (vph) 2 1754 133 1867

Turn Type Prot

Protected Phases 8 2 1 6

Permitted Phases

Detector Phase 8 2 1 6

Switch Phase

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 8.0 20.0

Total Split (s) 20.0 41.0 19.0 60.0

Total Split (%) 25.0% 51.3% 23.8% 75.0%

Yellow Time (s) 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 4.0 4.0

Lead/Lag Lead Lag

Lead-Lag Optimize? Yes Yes

Recall Mode None C-Max None C-Max

Act Effct Green (s) 8.0 46.9 15.0 66.7

Actuated g/C Ratio 0.10 0.59 0.19 0.83

v/c Ratio 0.41 0.51 0.44 0.38

Control Delay 12.2 11.4 20.5 0.4

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 12.2 11.4 20.5 0.4

LOS B B C A

Approach Delay 12.2 11.4 1.7

Approach LOS B B A

Intersection Summary

Cycle Length: 80

Actuated Cycle Length: 80

Offset: 75 (94%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Natural Cycle: 55

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.51

Intersection Signal Delay: 6.4 Intersection LOS: A

Intersection Capacity Utilization 48.6% ICU Level of Service A

Analysis Period (min) 15

Splits and Phases: 8: Station Access #5 & Future Road

S-B-377
Phasings

8: Station Access #5 & Future Road 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 30

Lane Group WBL NBT SBL SBT

Protected Phases 8 2 1 6

Permitted Phases

Minimum Initial (s) 4.0 4.0 4.0 4.0

Minimum Split (s) 20.0 20.0 8.0 20.0

Total Split (s) 20.0 41.0 19.0 60.0

Total Split (%) 25.0% 51.3% 23.8% 75.0%

Maximum Green (s) 16.0 37.0 15.0 56.0

Yellow Time (s) 3.0 3.0 3.0 3.0

All-Red Time (s) 1.0 1.0 1.0 1.0

Lead/Lag Lead Lag

Lead-Lag Optimize? Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Minimum Gap (s) 3.0 3.0 3.0 3.0

Time Before Reduce (s) 0.0 0.0 0.0 0.0

Time To Reduce (s) 0.0 0.0 0.0 0.0

Recall Mode None C-Max None C-Max

Walk Time (s) 5.0 5.0 5.0

Flash Dont Walk (s) 11.0 11.0 11.0

Pedestrian Calls (#/hr) 5 5 5

90th %ile Green (s) 16.0 37.0 15.0 56.0

90th %ile Term Code Ped Coord Max Coord

70th %ile Green (s) 7.4 45.6 15.0 64.6

70th %ile Term Code Gap Coord Hold Coord

50th %ile Green (s) 5.6 47.4 15.0 66.4

50th %ile Term Code Gap Coord Hold Coord

30th %ile Green (s) 5.5 47.5 15.0 66.5

30th %ile Term Code Gap Coord Hold Coord

10th %ile Green (s) 0.0 57.0 15.0 76.0

10th %ile Term Code Skip Coord Hold Coord

Intersection Summary

Cycle Length: 80

Actuated Cycle Length: 80

Offset: 75 (94%), Referenced to phase 2:NBT and 6:SBT, Start of Green

Control Type: Actuated-Coordinated

S-B-378
Queues

8: Station Access #5 & Future Road 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 31

Lane Group WBL NBT SBL SBT

Lane Group Flow (vph) 102 1909 145 2029

v/c Ratio 0.41 0.51 0.44 0.38

Control Delay 12.2 11.4 20.5 0.4

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 12.2 11.4 20.5 0.4

Queue Length 50th (ft) 1 146 70 5

Queue Length 95th (ft) 39 242 m93 10

Internal Link Dist (ft) 1061 848 420

Turn Bay Length (ft) 100

Base Capacity (vph) 403 3757 332 5343

Starvation Cap Reductn 0 0 0 0

Spillback Cap Reductn 0 0 0 0

Storage Cap Reductn 0 0 0 0

Reduced v/c Ratio 0.25 0.51 0.44 0.38

Intersection Summary

m Volume for 95th percentile queue is metered by upstream signal.

S-B-379
HCM Signalized Intersection Capacity Analysis

8: Station Access #5 & Future Road 5/26/2010

2030 DMU Mitigation Conditions Synchro 7 - Report

Victorville Station Alternative #3 Page 32

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (vph) 2 92 1754 2 133 1867

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0 4.0

Lane Util. Factor 1.00 0.86 1.00 0.86

Frt 0.87 1.00 1.00 1.00

Flt Protected 1.00 1.00 0.95 1.00

Satd. Flow (prot) 1615 6407 1770 6408

Flt Permitted 1.00 1.00 0.95 1.00

Satd. Flow (perm) 1615 6407 1770 6408

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 2 100 1907 2 145 2029

RTOR Reduction (vph) 91 0 0 0 0 0

Lane Group Flow (vph) 11 0 1909 0 145 2029

Turn Type Prot

Protected Phases 8 2 1 6

Permitted Phases

Actuated Green, G (s) 6.9 46.1 15.0 65.1

Effective Green, g (s) 6.9 46.1 15.0 65.1

Actuated g/C Ratio 0.09 0.58 0.19 0.81

Clearance Time (s) 4.0 4.0 4.0 4.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 139 3692 332 5215

v/s Ratio Prot c0.01 c0.30 0.08 c0.32

v/s Ratio Perm

v/c Ratio 0.08 0.52 0.44 0.39

Uniform Delay, d1 33.6 10.2 28.8 2.0

Progression Factor 1.00 1.00 0.59 0.10

Incremental Delay, d2 0.2 0.5 0.7 0.2

Delay (s) 33.9 10.8 17.7 0.4

Level of Service C B B A

Approach Delay (s) 33.9 10.8 1.5

Approach LOS C B A

Intersection Summary

HCM Average Control Delay 6.5 HCM Level of Service A

HCM Volume to Capacity ratio 0.43

Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.0

Intersection Capacity Utilization 48.6% ICU Level of Service A

Analysis Period (min) 15

c Critical Lane Group

S-B-380
Victorville Option 3

Signal Warrant Analysis Worksheets

S-B-381
S-B-382
Warrants Volume

Information

Analyst AB

Agency/Co AECOM

Date Performed 06/15/09

Project ID DesertXpress

East/West Street Dale Evans Parkway

File Name Vic3-Int 1 Ex+DMU.xhy

Intersection I-15 NB Ramps/DaleEvansPkwy

Jurisdiction Caltrans

Units U.S. Customary

Time Period Analyzed PM

North/South Street I-15 NB Ramps

Major Street East-West

Project Description DesertXpress

Warrant 1

Warrant 2 Warrant 3

Volume Summary

 Major Street Lanes 1 Minor Street Lanes 1 Speed 30 Population 10000+

Hours Major

Volume

Minor

Volume

Total

Volume

1A

(100%)

1A

(80%)

1B

(100%)

1B

(80%)

2

(100%)

3A

(100%)

3B

(100%)

07-08 0 0 0 No No No No No No No

08-09 0 0 0 No No No No No No No

09-10 0 0 0 No No No No No No No

10-11 0 0 0 No No No No No No No

11-12 0 0 0 No No No No No No No

12-13 0 0 0 No No No No No No No

13-14 0 0 0 No No No No No No No

14-15 0 0 0 No No No No No No No

15-16 0 0 0 No No No No No No No

16-17 436 583 1019 No Yes No No Yes Yes Yes

17-18 0 0 0 No No No No No No No

18-19 0 0 0 No No No No No No No

Totals 436 583 1019 0 1 0 0 1 1 1

Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 11/2/2009 12:06 PM

Warrants Volume Page 1 of 2

file://C:\Documents and Settings\BoddunaA\Local Settings\Temp\w2k3D.tmp 11/2/2009

S-B-383
Warrants Volume

Information

Analyst AB

Agency/Co AECOM

Date Performed 06/15/09

Project ID DesertXpress

East/West Street Dale Evans Parkway

File Name Vic3-Int 2 Ex+DMU.xhy

Intersection I-15 SB Ramps/DaleEvansPkwy

Jurisdiction Caltrans

Units U.S. Customary

Time Period Analyzed PM

North/South Street I-15 SB Ramps

Major Street East-West

Project Description DesertXpress

Warrant 1

Warrant 2 Warrant 3

Volume Summary

 Major Street Lanes 1 Minor Street Lanes 1 Speed 30 Population 10000+

Hours Major

Volume

Minor

Volume

Total

Volume

1A

(100%)

1A

(80%)

1B

(100%)

1B

(80%)

2

(100%)

3A

(100%)

3B

(100%)

07-08 0 0 0 No No No No No No No

08-09 0 0 0 No No No No No No No

09-10 0 0 0 No No No No No No No

10-11 0 0 0 No No No No No No No

11-12 0 0 0 No No No No No No No

12-13 0 0 0 No No No No No No No

13-14 0 0 0 No No No No No No No

14-15 0 0 0 No No No No No No No

15-16 0 0 0 No No No No No No No

16-17 1230 182 1412 Yes Yes Yes Yes Yes Yes Yes

17-18 0 0 0 No No No No No No No

18-19 0 0 0 No No No No No No No

Totals 1230 182 1412 1 1 1 1 1 1 1

Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 11/2/2009 12:08 PM

Warrants Volume Page 1 of 2

file://C:\Documents and Settings\BoddunaA\Local Settings\Temp\w2k59.tmp 11/2/2009

S-B-384
Warrants Volume

Information

Analyst AB

Agency/Co AECOM

Date Performed 06/15/09

Project ID DesertXpress

East/West Street Dale Evans Parkway

File Name Vic3-Int 1 Ex+EMU.xhy

Intersection I-15 NB Ramps/DaleEvansPkwy

Jurisdiction Caltrans

Units U.S. Customary

Time Period Analyzed PM

North/South Street I-15 NB Ramps

Major Street East-West

Project Description DesertXpress

Warrant 1

Warrant 2 Warrant 3

Volume Summary

 Major Street Lanes 1 Minor Street Lanes 1 Speed 30 Population 10000+

Hours Major

Volume

Minor

Volume

Total

Volume

1A

(100%)

1A

(80%)

1B

(100%)

1B

(80%)

2

(100%)

3A

(100%)

3B

(100%)

07-08 0 0 0 No No No No No No No

08-09 0 0 0 No No No No No No No

09-10 0 0 0 No No No No No No No

10-11 0 0 0 No No No No No No No

11-12 0 0 0 No No No No No No No

12-13 0 0 0 No No No No No No No

13-14 0 0 0 No No No No No No No

14-15 0 0 0 No No No No No No No

15-16 0 0 0 No No No No No No No

16-17 522 814 1336 Yes Yes No No Yes Yes Yes

17-18 0 0 0 No No No No No No No

18-19 0 0 0 No No No No No No No

Totals 522 814 1336 1 1 0 0 1 1 1

Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 11/2/2009 12:07 PM

Warrants Volume Page 1 of 2

file://C:\Documents and Settings\BoddunaA\Local Settings\Temp\w2k44.tmp 11/2/2009

S-B-385
Warrants Volume

Information

Analyst AB

Agency/Co AECOM

Date Performed 06/15/09

Project ID DesertXpress

East/West Street Dale Evans Parkway

File Name Vic3-Int 2 Ex+EMU.xhy

Intersection I-15 SB Ramps/DaleEvansPkwy

Jurisdiction Caltrans

Units U.S. Customary

Time Period Analyzed PM

North/South Street I-15 SB Ramps

Major Street East-West

Project Description DesertXpress

Warrant 1

Warrant 2 Warrant 3

Volume Summary

 Major Street Lanes 1 Minor Street Lanes 1 Speed 30 Population 10000+

Hours Major

Volume

Minor

Volume

Total

Volume

1A

(100%)

1A

(80%)

1B

(100%)

1B

(80%)

2

(100%)

3A

(100%)

3B

(100%)

07-08 0 0 0 No No No No No No No

08-09 0 0 0 No No No No No No No

09-10 0 0 0 No No No No No No No

10-11 0 0 0 No No No No No No No

11-12 0 0 0 No No No No No No No

12-13 0 0 0 No No No No No No No

13-14 0 0 0 No No No No No No No

14-15 0 0 0 No No No No No No No

15-16 0 0 0 No No No No No No No

16-17 1720 197 1917 Yes Yes Yes Yes Yes Yes Yes

17-18 0 0 0 No No No No No No No

18-19 0 0 0 No No No No No No No

Totals 1720 197 1917 1 1 1 1 1 1 1

Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 11/2/2009 12:09 PM

Warrants Volume Page 1 of 2

file://C:\Documents and Settings\BoddunaA\Local Settings\Temp\w2k60.tmp 11/2/2009

S-B-386
Warrants Volume

Information

Analyst AB

Agency/Co AECOM

Date Performed 06/15/09

Project ID DesertXpress

East/West Street Dale Evans Parkway

File Name Vic3-Int 1 2013+DMU.xhy

Intersection I-15 NB Ramps/DaleEvansPkwy

Jurisdiction Caltrans

Units U.S. Customary

Time Period Analyzed PM

North/South Street I-15 NB Ramps

Major Street East-West

Project Description DesertXpress

Warrant 1

Warrant 2 Warrant 3

Volume Summary

 Major Street Lanes 1 Minor Street Lanes 1 Speed 30 Population 10000+

Hours Major

Volume

Minor

Volume

Total

Volume

1A

(100%)

1A

(80%)

1B

(100%)

1B

(80%)

2

(100%)

3A

(100%)

3B

(100%)

07-08 0 0 0 No No No No No No No

08-09 0 0 0 No No No No No No No

09-10 0 0 0 No No No No No No No

10-11 0 0 0 No No No No No No No

11-12 0 0 0 No No No No No No No

12-13 0 0 0 No No No No No No No

13-14 0 0 0 No No No No No No No

14-15 0 0 0 No No No No No No No

15-16 0 0 0 No No No No No No No

16-17 651 699 1350 Yes Yes No Yes Yes Yes Yes

17-18 0 0 0 No No No No No No No

18-19 0 0 0 No No No No No No No

Totals 651 699 1350 1 1 0 1 1 1 1

Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 11/2/2009 12:04 PM

Warrants Volume Page 1 of 1

file://C:\Documents and Settings\BoddunaA\Local Settings\Temp\w2k2D.tmp 11/2/2009

S-B-387
Warrants Volume

Information

Analyst AB

Agency/Co AECOM

Date Performed 06/15/09

Project ID DesertXpress

East/West Street Dale Evans Parkway

File Name Vic3-Int 2 2013+DMU.xhy

Intersection I-15 SB Ramps/DaleEvansPkwy

Jurisdiction Caltrans

Units U.S. Customary

Time Period Analyzed PM

North/South Street I-15 SB Ramps

Major Street East-West

Project Description DesertXpress

Warrant 1

Warrant 2 Warrant 3

Volume Summary

 Major Street Lanes 1 Minor Street Lanes 1 Speed 30 Population 10000+

Hours Major

Volume

Minor

Volume

Total

Volume

1A

(100%)

1A

(80%)

1B

(100%)

1B

(80%)

2

(100%)

3A

(100%)

3B

(100%)

07-08 0 0 0 No No No No No No No

08-09 0 0 0 No No No No No No No

09-10 0 0 0 No No No No No No No

10-11 0 0 0 No No No No No No No

11-12 0 0 0 No No No No No No No

12-13 0 0 0 No No No No No No No

13-14 0 0 0 No No No No No No No

14-15 0 0 0 No No No No No No No

15-16 0 0 0 No No No No No No No

16-17 1530 290 1820 Yes Yes Yes Yes Yes Yes Yes

17-18 0 0 0 No No No No No No No

18-19 0 0 0 No No No No No No No

Totals 1530 290 1820 1 1 1 1 1 1 1

Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 11/2/2009 12:07 PM

Warrants Volume Page 1 of 2

file://C:\Documents and Settings\BoddunaA\Local Settings\Temp\w2k4B.tmp 11/2/2009

S-B-388
Warrants Volume

Information

Analyst AB

Agency/Co AECOM

Date Performed 06/15/09

Project ID DesertXpress

East/West Street Dale Evans Parkway

File Name Vic3-Int 5 2013+DMU.xhy

Intersection Future Street/DaleEvansPkwy

Jurisdiction Caltrans

Units U.S. Customary

Time Period Analyzed PM

North/South Street Future Street

Major Street East-West

Project Description DesertXpress

Warrant 1

Warrant 2 Warrant 3

Volume Summary

 Major Street Lanes 1 Minor Street Lanes 1 Speed 30 Population 10000+

Hours Major

Volume

Minor

Volume

Total

Volume

1A

(100%)

1A

(80%)

1B

(100%)

1B

(80%)

2

(100%)

3A

(100%)

3B

(100%)

07-08 0 0 0 No No No No No No No

08-09 0 0 0 No No No No No No No

09-10 0 0 0 No No No No No No No

10-11 0 0 0 No No No No No No No

11-12 0 0 0 No No No No No No No

12-13 0 0 0 No No No No No No No

13-14 0 0 0 No No No No No No No

14-15 0 0 0 No No No No No No No

15-16 0 0 0 No No No No No No No

16-17 492 497 1270 No Yes No No Yes Yes Yes

17-18 0 0 0 No No No No No No No

18-19 0 0 0 No No No No No No No

Totals 492 497 1270 0 1 0 0 1 1 1

Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 11/2/2009 12:10 PM

Warrants Volume Page 1 of 2

file://C:\Documents and Settings\BoddunaA\Local Settings\Temp\w2k6E.tmp 11/2/2009

S-B-389
Warrants Volume

Information

Analyst AB

Agency/Co AECOM

Date Performed 06/15/09

Project ID DesertXpress

East/West Street Dale Evans Parkway

File Name Vic3-Int 1 2013+EMU.xhy

Intersection I-15 NB Ramps/DaleEvansPkwy

Jurisdiction Caltrans

Units U.S. Customary

Time Period Analyzed PM

North/South Street I-15 NB Ramps

Major Street East-West

Project Description DesertXpress

Warrant 1

Warrant 2 Warrant 3

Volume Summary

 Major Street Lanes 1 Minor Street Lanes 1 Speed 30 Population 10000+

Hours Major

Volume

Minor

Volume

Total

Volume

1A

(100%)

1A

(80%)

1B

(100%)

1B

(80%)

2

(100%)

3A

(100%)

3B

(100%)

07-08 0 0 0 No No No No No No No

08-09 0 0 0 No No No No No No No

09-10 0 0 0 No No No No No No No

10-11 0 0 0 No No No No No No No

11-12 0 0 0 No No No No No No No

12-13 0 0 0 No No No No No No No

13-14 0 0 0 No No No No No No No

14-15 0 0 0 No No No No No No No

15-16 0 0 0 No No No No No No No

16-17 737 930 1667 Yes Yes No Yes Yes Yes Yes

17-18 0 0 0 No No No No No No No

18-19 0 0 0 No No No No No No No

Totals 737 930 1667 1 1 0 1 1 1 1

Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 11/2/2009 12:05 PM

Warrants Volume Page 1 of 2

file://C:\Documents and Settings\BoddunaA\Local Settings\Temp\w2k36.tmp 11/2/2009

S-B-390
Warrants Volume

Information

Analyst AB

Agency/Co AECOM

Date Performed 06/15/09

Project ID DesertXpress

East/West Street Dale Evans Parkway

File Name Vic3-Int 2 2013+EMU.xhy

Intersection I-15 SB Ramps/DaleEvansPkwy

Jurisdiction Caltrans

Units U.S. Customary

Time Period Analyzed PM

North/South Street I-15 SB Ramps

Major Street East-West

Project Description DesertXpress

Warrant 1

Warrant 2 Warrant 3

Volume Summary

 Major Street Lanes 1 Minor Street Lanes 1 Speed 30 Population 10000+

Hours Major

Volume

Minor

Volume

Total

Volume

1A

(100%)

1A

(80%)

1B

(100%)

1B

(80%)

2

(100%)

3A

(100%)

3B

(100%)

07-08 0 0 0 No No No No No No No

08-09 0 0 0 No No No No No No No

09-10 0 0 0 No No No No No No No

10-11 0 0 0 No No No No No No No

11-12 0 0 0 No No No No No No No

12-13 0 0 0 No No No No No No No

13-14 0 0 0 No No No No No No No

14-15 0 0 0 No No No No No No No

15-16 0 0 0 No No No No No No No

16-17 2020 305 2325 Yes Yes Yes Yes Yes Yes Yes

17-18 0 0 0 No No No No No No No

18-19 0 0 0 No No No No No No No

Totals 2020 305 2325 1 1 1 1 1 1 1

Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 11/2/2009 12:08 PM

Warrants Volume Page 1 of 2

file://C:\Documents and Settings\BoddunaA\Local Settings\Temp\w2k52.tmp 11/2/2009

S-B-391
Warrants Volume

Information

Analyst AB

Agency/Co AECOM

Date Performed 06/15/09

Project ID DesertXpress

East/West Street Dale Evans Parkway

File Name Vic3-Int 3 2013+EMU.xhy

Intersection Station Access 1/DaleEvansPkwy

Jurisdiction Caltrans

Units U.S. Customary

Time Period Analyzed PM

North/South Street Station Access #1

Major Street East-West

Project Description DesertXpress

Warrant 1

Warrant 2 Warrant 3

Volume Summary

 Major Street Lanes 1 Minor Street Lanes 1 Speed 15 Population 10000+

Hours Major

Volume

Minor

Volume

Total

Volume

1A

(100%)

1A

(80%)

1B

(100%)

1B

(80%)

2

(100%)

3A

(100%)

3B

(100%)

07-08 0 0 0 No No No No No No No

08-09 0 0 0 No No No No No No No

09-10 0 0 0 No No No No No No No

10-11 0 0 0 No No No No No No No

11-12 0 0 0 No No No No No No No

12-13 0 0 0 No No No No No No No

13-14 0 0 0 No No No No No No No

14-15 0 0 0 No No No No No No No

15-16 0 0 0 No No No No No No No

16-17 1655 402 2057 Yes Yes Yes Yes Yes Yes Yes

17-18 0 0 0 No No No No No No No

18-19 0 0 0 No No No No No No No

Totals 1655 402 2057 1 1 1 1 1 1 1

Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 11/2/2009 12:09 PM

Warrants Volume Page 1 of 2

file://C:\Documents and Settings\BoddunaA\Local Settings\Temp\w2k67.tmp 11/2/2009

S-B-392
Warrants Volume

Information

Analyst AB

Agency/Co AECOM

Date Performed 06/15/09

Project ID DesertXpress

East/West Street Dale Evans Parkway

File Name Vic3-Int 5 2013+EMU.xhy

Intersection Future Street/DaleEvansPkwy

Jurisdiction Caltrans

Units U.S. Customary

Time Period Analyzed PM

North/South Street Future Street

Major Street East-West

Project Description DesertXpress

Warrant 1

Warrant 2 Warrant 3

Volume Summary

 Major Street Lanes 1 Minor Street Lanes 1 Speed 30 Population 10000+

Hours Major

Volume

Minor

Volume

Total

Volume

1A

(100%)

1A

(80%)

1B

(100%)

1B

(80%)

2

(100%)

3A

(100%)

3B

(100%)

07-08 0 0 0 No No No No No No No

08-09 0 0 0 No No No No No No No

09-10 0 0 0 No No No No No No No

10-11 0 0 0 No No No No No No No

11-12 0 0 0 No No No No No No No

12-13 0 0 0 No No No No No No No

13-14 0 0 0 No No No No No No No

14-15 0 0 0 No No No No No No No

15-16 0 0 0 No No No No No No No

16-17 603 573 1457 Yes Yes No Yes Yes Yes Yes

17-18 0 0 0 No No No No No No No

18-19 0 0 0 No No No No No No No

Totals 603 573 1457 1 1 0 1 1 1 1

Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 11/2/2009 12:10 PM

Warrants Volume Page 1 of 2

file://C:\Documents and Settings\BoddunaA\Local Settings\Temp\w2k75.tmp 11/2/2009

S-B-393
Warrants Volume

Information

Analyst AB

Agency/Co AECOM

Date Performed 06/15/09

Project ID DesertXpress

East/West Street Station Access #4

File Name Vic3-Int 7 2013+EMU.xhy

Intersection Station Access4/Future Street

Jurisdiction Caltrans

Units U.S. Customary

Time Period Analyzed PM

North/South Street Future Street

Major Street North-South

Project Description DesertXpress

Warrant 1

Warrant 2 Warrant 3

Volume Summary

 Major Street Lanes 1 Minor Street Lanes 1 Speed 30 Population 10000+

Hours Major

Volume

Minor

Volume

Total

Volume

1A

(100%)

1A

(80%)

1B

(100%)

1B

(80%)

2

(100%)

3A

(100%)

3B

(100%)

07-08 0 0 0 No No No No No No No

08-09 0 0 0 No No No No No No No

09-10 0 0 0 No No No No No No No

10-11 0 0 0 No No No No No No No

11-12 0 0 0 No No No No No No No

12-13 0 0 0 No No No No No No No

13-14 0 0 0 No No No No No No No

14-15 0 0 0 No No No No No No No

15-16 0 0 0 No No No No No No No

16-17 1104 87 1271 No No Yes Yes Yes No No

17-18 0 0 0 No No No No No No No

18-19 0 0 0 No No No No No No No

Totals 1104 87 1271 0 0 1 1 1 0 0

Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 11/2/2009 12:11 PM

Warrants Volume Page 1 of 2

file://C:\Documents and Settings\BoddunaA\Local Settings\Temp\w2k7C.tmp 11/2/2009

S-B-394